UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS … · FOREWORD Publication of these Uniform...

UNIFORM STANDARDSPECIFICATIONS

forPUBLIC WORKSCONSTRUCTION

SPONSORED and DISTRIBUTEDby the

1998ARIZONA

(Includes revisions through 2004)

FOREWORD

Publication of these Uniform Standard Specifications and Details for Public Works Construction fulfills the goal of a group ofagencies who joined forces in 1966 to produce such a set of documents. Subsequently, in the interest of promoting county-wideacceptance and use of these standards and details, the Maricopa Association of Governments accepted their sponsorship and theresponsibility of keeping them current and viable.

These specifications and details, representing the best professional thinking of representatives of several Public WorksDepartments, reviewed and refined by members of the construction industry, were written to fulfill the need for uniform rulesgoverning public works construction performed for Maricopa County and the various cities and public agencies in the county. Itfurther fulfills the need for adequate standards by the smaller communities and agencies who could not afford to promulgate suchstandards for themselves.

A uniform set of specifications and details, updated and embracing the most modern materials and construction techniques willredound to the benefit of the public and the private contracting industry. Uniform specifications and details will eliminate conflictsand confusion, lower construction costs, and encourage more competitive bidding by private contractors.

The Uniform Standard Specifications and Details for Public Works Construction will be revised periodically and reprinted toreflect advanced thinking and the changing technology of the construction industry. To this end a Specifications and DetailsCommittee has been established as a permanent organization to continually study and recommend changes to the Specificationsand Details. Interested parties may address suggested changes and questions to:

Standard Specifications & Details Committeec/o Maricopa Association of Governments

302 North First Avenue, Suite 300Phoenix, Arizona, 85003.

These suggestions will be reviewed by the committee and appropriate segments of the industry and cumulative annual revisionswill be published the first of each year. A copy of this publication is available for review on the internet at the website listed below.Please follow the links to the publications page and look for Uniform Standard Specifications for Public Works Constructionand/or Uniform Standard Details for Public Works Construction:

www.mag.maricopa.gov

While in the interest of uniformity, it is hoped that all using agencies will adopt these standards with as few changes as possible,it is recognized that because of charter requirements and for other reasons, some agencies will find it necessary to modify orsupplement certain requirements.

Revised 2000

TABLE OF CONTENTSSAMPLE FORMS

PageBond Issue or Budget Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iImprovement District Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iiiSurety Bond . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ivBond Issue or Budget Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . vContract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . vImprovement District Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . viiContract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . viiContract Performance Bond . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ixLabor and Materials Payment Bond . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xEngineering Department Certificate of Insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiContractor's Affidavit Regarding Settlement of Claims . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiiiChange Order Request . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xivAuthorized Signature Form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xv

PART 100 - GENERAL CONDITIONS

Section Title Page101 Abbreviations and Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101-1102 Bidding Requirements and Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1103 Award and Execution of Contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1104 Scope of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1105 Control of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1106 Control of Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1107 Legal Regulations and Responsibility to Public . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1108 Commencement, Prosecution and Progress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1109 Measurements and Payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1110 Notification of Changed Conditions and Dispute Resolution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-1

PART 200 - EARTHWORK

Section Title Page201 Clearing and Grubbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201-1205 Roadway Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1206 Structure Excavation and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1210 Borrow Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 210-1211 Fill Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211-1215 Earthwork for Open Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-1220 Riprap Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1225 Watering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 225-1230 Dust Palliative Application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230-1

PART 300 - STREETS AND RELATED WORK

Section Title Page301 Subgrade Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 301-1309 Lime Slurry Stabilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-1310 Untreated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 310-1311 Soil Cement Base Course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 311-2312 Cement Treated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312-1313 Bituminous Treated Base Course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313-1315 Bituminous Prime Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 315-1320 Road-mixed Surfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-1321 Asphalt Concrete Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-1322 Asphalt Concrete Overlay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 322-1323 Heater Remix Resurfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1324 Portland Cement Concrete Street Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 324-1327 Hot in-Place Recycling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 327-1

329 Tack Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 329-1330 Asphalt Chip Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1332 Asphalt Emulsion Slurry Seal Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1333 Fog Seal Coats . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1334 Preservative Seal for Asphalt Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334-1335 Hot Asphalt-rubber Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1336 Pavement Matching and Surfacing Replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-1340 Concrete Curb, Gutter, Sidewalk, Sidewalk Ramps, Driveway and Alley Entrance . . . . . . . . . . . . . . . . . . . . 340-1341 Terrazzo Sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 341-1342 Decorative Pavement Concrete Paving Stone or Brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 342-1343 Exposed Aggregate Paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 343-1345 Adjusting Frames, Covers, Valve Boxes and Water Meter Boxes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345-1350 Removal of Existing Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 350-1360 Telecommunications Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 360-1

PART 400 - RIGHT-OF-WAY AND TRAFFIC CONTROL

Section Title Page401 Traffic Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-1405 Monuments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 405-1410 Precast Safety Curbs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 410-1415 Flexible Metal Guardrail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 415-1420 Chain Link Fences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 420-1424 Parkway Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 424-1425 Topsoils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 425-1430 Landscaping and Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 430-1440 Sprinkler Irrigation System Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 440-1

PART 500 - STRUCTURES

Section Title Page501 Driving Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-1505 Concrete Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1506 Precast Prestressed Concrete Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-1510 Concrete Block Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 510-1511 Brick Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 511-1515 Steel Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-1520 Steel and Aluminum Handrails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 520-1525 Pneumatically Placed Mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-1530 Painting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-1

PART 600 - WATER AND SEWER

Section Title Page601 Trench Excavation, Backfilling and Compaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-1602 Encasement of Water or Sewer Pipe by Jacking or Tunneling Operation . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602-1603 Installation for High Density Polyethylene Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 603-1604 Placement of Controlled Low Strength Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 604-1605 Subdrainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-1610 Water Line Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-1611 Disinfecting Water Mains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611-1615 Sewer Line Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-1616 Reclaimed Water Line Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 616-1618 Storm Drain Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 618-1620 Cast-in-place Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-1621 Corrugated Metal Pipe and Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 621-1625 Manhole Construction and Drop Sewer Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625-1630 Tapping Sleeves, Valves and Valve Boxes on Water Lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-1631 Water Taps and Meter Service Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 631-1

Revised 2002

PART 700 - MATERIALS

Section Title Page701 Rock, Gravel, and Sand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 701-1702 Base Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-1703 Riprap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 703-1705 Portland Cement Treated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 705-1709 Reclaimed Asphalt Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709-1710 Asphalt Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-1711 Paving Asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-1712 Liquid Asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 712-1713 Emulsified Asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 713-1715 Slurry Seal Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 715-1716 Cover Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 716-1717 Asphalt-rubber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 717-1718 Preservative Seal for Asphalt Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 718-1719 Recycled Asphalt Concrete Hot Mixed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 719-1725 Portland Cement Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1726 Concrete Curing Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 726-1727 Steel Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 727-1728 Controlled Low Strength Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 728-1729 Expansion Joint Filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-1735 Reinforced Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-1736 Non-Reinforced Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1737 Asbestos-Cement Pipe and Fittings for Storm Drain and Sanitary Sewer . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737-1738 High Density Polyethylene Pipe & Fittings for Storm Drain & Sanitary Sewer . . . . . . . . . . . . . . . . . . . . . . . . 738-1741 Lining for Reinforced Concrete Sanitary Sewer Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 741-1743 Vitrified Clay Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 743-1744 ABS Truss Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 744-1745 PVC Sewer Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 745-1750 Iron Water Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750-1752 Asbestos-Cement Water Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 752-1753 Galvanized Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 753-1754 Copper Pipe, Tubing and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 754-1755 Polyethylene Pipe for Water Distribution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 755-1756 Fire Hydrants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 756-1757 Sprinkler Irrigation System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 757-1758 Concrete Pressure Pipe - Steel Cylinder Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 758-1759 Steel Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 759-1760 Coating Corrugated Metal Pipe and Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 760-1761 Structural Plate Pipe, Arches, and Pipe Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 761-1765 Rubber Gaskets for Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765-1770 Structural and Rivet Steel, Rivets, Bolts, Pins, and Anchor Bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1771 Galvanizing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 771-1772 Chain Link Fence . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 772-2775 Brick and Concrete Masonry Units (Blocks) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 775-1776 Masonry Mortar and Grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 776-1778 Lumber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 778-1779 Wood Preservatives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 779-1780 Timber Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 780-1781 Steel Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 781-1782 Concrete Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 782-1785 Steel Castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 785-1786 Bronze Castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 786-1787 Gray Iron Castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 787-1790 Paint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 790-1792 Dust Palliative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 792-1795 Landscape Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 795-1Index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Index-1

This Page Reserved For Future Use

i

Project No.

BOND ISSUE OR BUDGET PROJECT

CITY OF , ARIZONA

ENGINEERING DEPARTMENT

PROPOSAL to the City Engineer of the City of .

In compliance with the Advertisement for Bids, by the City Engineer, the undersigned Bidder:

Having examined the contract documents, site of work, and being familiar with the conditions to be met, hereby submits thefollowing Proposal for furnishing the material, equipment, labor and everything necessary for the completion of the work listedand agrees to execute the contract documents and furnish the required bonds and certificates of insurance for the completion ofsaid work, at the locations and for the prices set forth on the inside pages of this form.

Understands that construction of this project shall be in accordance with all applicable Uniform Standard Specifications andStandard Details except as otherwise required by the Project Plans and Special Provisions.

Understands that his proposal shall be submitted with a proposal guarantee in the form of a certified check, cashiers check orsurety bond for ten (10) per cent of the amount of the bid.

Agrees that upon receipts of Notice of Award, from the City of , he will execute the contract documents.

Work shall be completed within calendar days, beginning with the day following the starting date specified inthe Notice to Proceed. The time allowed for completion of the work includes lead time for obtaining the necessary material and/orequipment.

The Bidder hereby acknowledges receipt of and agrees his proposal is based on the following Addenda.

ii

FOR PROJECT NO. BID SCHEDULE

PAYITEMNO.

UNIT ANDAPPROXIMATE

QUANTITIES

DESCRIPTION

UNIT BID PRICE IN WORDSUNIT BID PRICE

DOLLARS &CENTS

AMOUNT BIDDOLLARS & CENTS

1. For and /100 Dollars per









TOTAL For and /100 Dollars per

THIS PROPOSAL IS SUBMITTED BY , a

corporation organized under the laws of the State of , a partnership consisting of

or individual trading as

of the City of and is the holder of Arizona State Contractor's

License:

Classification No.

Respectfully submitted,

FIRM

ADDRESS

BY

Officer and Title

Date

ATTEST:

Officer and Title

Witness: If Bidder is an Individual

iii

Project No.

IMPROVEMENT DISTRICT PROJECT

CITY OF , ARIZONA

ENGINEERING DEPARTMENT

PROPOSAL to the City Council of the City of .

In compliance with the advertisement for Bids, by the Superintendent of Streets, the undersigned Bidder:

Having examined the contract documents, site of work, and being familiar with the condition to be met, hereby submits thefollowing Proposal for furnishing the materials, equipment, labor and everything necessary for the completion of the work listedand agrees to execute the contract documents and furnish the required bonds and certificates of insurance for the completion ofsaid work, at the locations and for the prices set forth on the inside pages of this form.

Understands that construction of this project shall be in accordance with all applicable Uniform Standard Specifications andStandard Details except as otherwise required by the Project Plans and Special Provisions.

Understands improvement bonds, issued under the provisions of Sections 48-571 to 48-619, Arizona Revised Statutes, will beissued to represent the costs and expenses of the improvement. These bonds will bear interest at the rate of percent per annum.

Submits herewith a surety bond, equal to 10 percent of the amount of the highest proposal submitted.

Agrees that upon publication of Notice of Award, in accordance with ARS Section 48-584, he will execute the contract documents.

Work shall be completed within calendar days, beginning with the day following the date of execution of thecontract. The time allowed for completion of the work includes lead time for obtaining the necessary materials and/or equipment.

THIS PROPOSAL IS SUBMITTED BY , a

corporation organized under the laws of the State of , a partnership consisting of

or individual trading as

of the City of and is the holder of Arizona State Contractor's License:

Classification No.

Respectfully submitted,

FIRM

ADDRESS

BY

Officer and Title

Date

ATTEST:

Officer and Title

Witness: If Bidder is an Individual

Project No.

iv

SURETY BOND

KNOW ALL MEN BY THESE PRESENTS:

That we, , as Principal, (hereinafter called the Principal), andthe , a corporation duly organized under the laws of the State of and duly licensed andpossessing a certificate of authority to transact surety business in the State of Arizona, as Surety, (hereinafter called the Surety),are held and firmly bound unto the of as Obligee, in the sum of ten percent (10%) of thetotal amount of the bid of Principal, submitted by him to the of for thework described below, for the payment of which sum, well and truly to be made, the said Principal and the said Surety, bindourselves, our heirs, executors, and administrators, successors, and assigns, jointly and severally, firmly by these presents, andin conformance with Arizona Revised Statutes

WHEREAS, the said Principal is herewith submitting its proposal for

NOW, THEREFORE, if the of shall accept the proposal of thePrincipal and the Principal shall enter into a contract with the of in accordance with the terms of the proposal and give the Bonds and Certificates of Insurance as specified in the StandardSpecifications with good and sufficient Surety for the faithful performance of the contract and for the prompt payment of laborand materials furnished in the prosecution of the contract, or in the event of the failure of the Principal to enter into the contractand give the Bonds and Certificates of Insurance, if the Principal pays to the of the difference not to exceed the penalty of the bond between the amount specified in the proposal and such largeramount for which the obligee may in good faith contract with another party to perform the work covered by the proposal then thisobligation is void. Otherwise it remains in full force and effect provided, however, that this bond is executed pursuant to theprovisions of Section 34-201, Arizona Revised Statutes, and all liabilities on this bond shall be determined in accordance withthe provisions of the section to the extent as if it were copied at length herein.

Signed and sealed this day of , A.D., 20

Principal

Title

Witness:

Surety

Title

Witness:

v

BOND ISSUE OR BUDGET PROJECT

CONTRACT

THIS AGREEMENT, made and entered into this day of , 20 , by and between of the City of , County of , and State of , party of the first part, hereinafter designated the CONTRACTOR, and the City of , a municipalcorporation, organized and existing under and by virtue of the laws of the State of Arizona, party of the second part, hereinafterdesignated the OWNER.

WITNESSETH: That the said Contractor, for and in consideration of the sum to be paid him by the said Owner, in the mannerand at the time hereinafter provided, and of the other covenants and agreements herein contained, and under the penaltiesexpressed in the bonds provided, hereby agrees, for himself, his heirs, executors, administrators, successors, and assigns asfollows:

ARTICLE I — SCOPE OF WORK: The Contractor shall furnish any and all labor, materials, equipment, transportation,utilities, services and facilities required to perform all work for the construction of Project No. and to completely and totally construct the same and install thematerial therein for the Owner, in a good and workmanlike and substantial manner and to the satisfaction of the Owner throughits Engineers and under the direction and supervision of the Engineer, or his properly authorized agents and strictly pursuant toand in conformity with the Plans and Specification prepared by the Engineers for the Owner, and with such modifications of thesame and other documents that may be made by the Owner through the Engineer or his properly authorized agents, as providedherein.

ARTICLE II — CONTRACT DOCUMENTS: The Call for Bids, Plans, Standard Specifications and Details, SpecialProvisions, Addenda, if any, and Proposal, as accepted by the Mayor and Council per Council Minutes of , 20 , Performance Bond, Payment Bond, Certificates of Insurance, and Change Orders, if any, are by this referencemade a part of this Contract to the same extent as if set forth herein in full.

ARTICLE III — TIME OF COMPLETION: The Contractor further covenants and agrees at his own proper cost and expense,to do all work as aforesaid for the construction of said improvements and to completely construct the same and install the materialtherein, as called for by this agreement free and clear of all claims, liens, and charges whatsoever, in the manner and under theconditions specified within the time, or times, stated in the proposal pamphlet.

ARTICLE IV — PAYMENTS: For and in consideration of the faithful performance of the work herein embraced as set forthin the Contract Documents, which are a part hereof and in accordance with the directions of the Owner, through its Engineer, andto his satisfaction, the Owner agrees to pay the said Contractor the amount earned, computed from actual quantities of workperformed and accepted or materials furnished at the unit bid price on the Proposal made a part hereof, and to make such paymentwithin forty-five (45) days after final inspection and acceptance of the work.

The Contractor hereby agrees to indemnify and save harmless the City of , and any jurisdiction oragency issuing permits for any work included in the project, their officers, agents and representatives from all suits, actions, loss,damage, expense, cost, or claims of any character or any nature brought on account of any injuries or damage sustained by anyperson or property arising out of the work done in fulfillment of the construction of the improvement under the terms of thisagreement, or on account of any act or omission by the Contractor or his agents, or from any claims or amounts arising orrecovered under Workmen's Compensation laws or any other law, bylaw, ordinance, or order or decree.

IN WITNESS WHEREOF, six (6) identical counterparts of this contract each of which shall be for all purposes be deemedan original thereof, have been duly executed by the parties herein above named, on the date and year first above written.

The Contractor agrees that this Contract, as awarded, is for the stated work, and understands that payment for the total work willbe made on the basis of the indicated amount(s), as bid in the Proposal.

vi

ATTEST: (Contractor — Party of the First Part)

By

(Name and Title)

WITNESS: If Contractor is an Individual(Corporate Seal)

ATTEST: City of , a municipal corporation (Owner — Party of the Second Part)

By (Authorized Officer)(Official Title)

City Clerk (Corporate Seal)(Official Title) APPROVED AS TO FORM THIS

Authority — City Council day of , 20 .

City Attorney

vii

IMPROVEMENT DISTRICT PROJECT

CONTRACT

INCIDENTALS

Ordinance of Intention No. Engineering $

Resolution Ordering Work No. Inspection $

Date Contract Awarded Clerical $

Improvement District Contract No. Printing $

Superintendent of Streets Total $* * * * * *

THIS AGREEMENT, made and entered into this day of , 20 , by and between , party of the first part, and the City of , Arizona, County of Maricopa, State of Arizona,acting under the provision of Sections 9-671 to 9-710, both inclusive, Arizona Revised Statues, and amendments thereto, part ofthe second part.

WITNESSETH:

THAT WHEREAS, the party of the first part, as will appear by reference to the minutes of the proceedings of the Councilof the City , on the day of , 20 , was duly awarded the contract for the workhereinafter mentioned; and

THEREFORE, the party of the first part, for the consideration hereinafter mentioned, promises and agrees to and with saidparty of the second part, that it will completely and totally do and perform, or cause to be so done and performed, in a goodworkmanlike manner, under the direction and to the satisfaction of the Superintendent of Streets, all the work described in anOrdinance in the records of the proceedings of the Council of the City of , a copy of said Ordinancebeing attached hereto and made a part hereof, for the purpose of providing a description of said work herein.

The party of the first part further agrees that it will completely and totally do or perform said work according to the Plans andSpecifications, for said work referred to in said Ordinance, (a copy of which is attached hereto as aforesaid), which said Plans andSpecifications are made a part of this contract, and that it will, at its own cost and expense, furnish all necessary labor andmaterials for said work and that the materials used therein shall comply with the said Specifications and be to the satisfaction ofsaid Superintendent of Streets, and that it will within the time hereinafter fixed, turn the said work over to the Superintendent ofStreets, complete and totally ready for use, free and discharged of all claims and demands whatsoever, for or on account of anyand all labor and materials used or furnished to be used in said improvement.

And the part of the second part, hereby fixes the time for commencement of said work to be within ten (10) days from thedate hereof, and for its completion to be within calendar days from the date hereof, and promises and agrees thatupon the complete and total performance of the covenants aforesaid by the said party of the first part, to make and issue anassessment and attach a warrant thereto as provided for in Sections 9-671 to 9-710, both inclusive, Arizona Revised Statutes, andamendments thereto, at the price specified in the Proposal of the party of the first part for said improvement as duly accepted bythe Council of the City of , a copy of said Proposal being made a part hereof for the purpose ofproviding a statement of said prices.

In the event the Contractor completes the construction work within the time specified, this contract shall remain in full forceand effect until the Bonds to be issued hereunder have been authorized by the Council of the City of .

viii

AND IT IS EXPRESSLY UNDERSTOOD AND AGREED by the parties to this agreement that in no case (except whereit is otherwise provided in Sections 9-671 to 9-710, both inclusive, Arizona Revised Statues, and amendments thereto) will theCity of or any officer hereof, be liable for any portion of the expenses of the work, aforesaid, nor for anydelinquency of persons or property assessed.

IN WITNESS WHEREOF, the parties hereto have caused these presents to be executed, the day and year first herein written.

(Contractor — Party of the First Part)

By (Name and Title)

City of (Party of the Second Part)

By (Superintendent of Streets)

ix

CONTRACT PERFORMANCE BOND

STATUTORY PERFORMANCE BOND PURSUANT TOTITLE 34, CHAPTER 2, ARTICLE 2,

OF THE ARIZONA REVISED STATUTES(Penalty of this bond must be 100% of the Contract amount)


That, (hereinafter called the Principal), as Principal, and , a corporation organizedand existing under the laws of the State of and duly licensed and possessing a certificate of authority to transact suretybusiness in the State of Arizona, with its principal office in the City of , (hereinafter called the Surety) as Surety,are held firmly bound unto the of (hereinafter called the Obligee) in the amount of ,($ ) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors,successors, and assigns, jointly and severally, firmly by these presents.

WHEREAS, the Principal has entered into a certain written contract with the Obligee dated the day of , 20 ,to construct Project # which contract is hereby referred to and made a parthereof as fully and to the same extent as if copied at length herein.

NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal shall faithfully perform andfulfill all of the undertakings, covenants, terms, conditions and agreements of the contract during the original term of the contractand any extension of the contract with or without notice to the Surety, and during the life of any guaranty required under thecontract and also performs and fulfills all of the undertakings, covenants, terms, conditions, and agreements of all duly authorizedmodifications of the contract that may hereafter be made, notice of which modifications to the Surety being hereby waived; theabove obligation is void. Otherwise it remains in full force and effect.

PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Title 34, Chapter 2, Article 2, Arizona RevisedStatutes, and all liabilities on this bond shall be determined in accordance with the provisions, of Title 34, Chapter 2, Article 2,Arizona Revised Statutes, to the extent as if it were copied at length in this Agreement.

The prevailing party in a suit on this bond shall recover as part of the judgement reasonable attorney fees that may be fixed bya judge of the court.

Witness our hands this day of , 20 .

PRINCIPAL SEAL

AGENCY OF RECORD

By

SURETY

AGENCY ADDRESS

By

x

LABOR AND MATERIALS PAYMENT BOND

STATUTORY PAYMENT BOND PURSUANT TOTITLE 34, CHAPTER 2, ARTICLE 2,

OF THE ARIZONA REVISED STATUTES(Penalty of this bond must be 100% of the Contract amount)


That, (hereinafter called the Principal), as Principal, and , a corporation organizedand existing under the laws of the State of and duly licensed and possessing a certificate of authority to transactsurety business in the State of Arizona, with its principal office in the City of (hereinafter called the Surety)as Surety, are held and firmly bound unto the of (hereinafter called the Obligee) in theamount of ($ ) for the payment whereof, the said Principal and Surety bindthemselves, and their heirs, administrators, executors, successors, and assigns, jointly and severally, firmly by these presents.

WHEREAS, the Principal has entered into a certain written contract with the Obligee dated the day of ,20 , to construct Project # which contract is hereby referred to and made a part hereof as fullyand to the same extent as if copied at length herein.

NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal promptly pays all moneys dueto all persons supplying labor or materials to the Principal or the Principal's subcontractors in the prosecution of the work providedfor in the contract, this obligation is void, otherwise it remains in full force and effect.

PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Title 34, Chapter 2, Article 2, of the ArizonaRevised Statutes, and all liabilities on this bond shall be determined in accordance with the provisions, conditions and limitationsof Title 34, Chapter 2, and Article 2, Arizona Revised Statutes to the same extent as if they were copied at length in thisAgreement.

The prevailing party in a suit on this bond shall recover as a part of the judgement reasonable attorney fees that may be fixed bya judge of the court.

Witness our hands this day of , 20 .

PRINCIPAL SEAL

AGENCY OF RECORD

By

SURETY

AGENCY ADDRESS

By

xi Revised 1999

CITY OF , ARIZONA

ENGINEERING DEPARTMENT CERTIFICATE OF INSURANCE

Project No.

The Certifies that the following insurancepolicies have been issued on behalf of

Name of Insured Address of Insured

Type of Insurance Carrier Policy No. Eff. Date Min. Amt. of Coverage

Exp.Date

Limits of Liability

(1) Workmen's Compensation Statutory

(2) Contractor's Protective Bodily Injury

$500,000 Each Occurrence

(3) Contractor(s) Protective Property Damage

$100,000$100,000

Each AccidentAggregate

(3) Contractual Bodily Injury $500,000 Each Occurrence

(3) Contractual Property Damage

$100,000$100,000

Each AccidentAggregate

(4) Automobile Bodily Injury & Property Damage

$500,000 Each Occurrence

(5) Owner’s Liability $1,000,000 Each Occurrence

When the project includes construction of a new, or modification of an existing building (in addition to the above types):

(6) Fire and Extended Coverage plus Vandalism and Malicious Mischief For the Full Amount of the Contract, with the City of named as an additional insured.

Policy No. Exp. Date Amount

(7) Umbrella Coverage

Policy Includes Coverage For:

A. 1. Damage caused by blasting2. Damage caused by collapse or structural injury3. Damage to underground utilities

B. Liability assumed in construction agreements and other types of contracts or agreements in effect in connection with insuredoperations.

xiiRevised 1999

C. All owned, hired or non-owned automotive equipment used in connection with the insured operation.

D. Owner’s Liability Policy shall remain in effect from date of final acceptance until the time limit for filing against the projecthas passed. Prior to final acceptance, Contractor shall provide an executed Certificate of Insurance extending the policy tothis date.

It is agreed that none of these policies will be canceled or changed so as to affect this certificate until ten (10) days writtennotice of such cancellation or change has been delivered to City of .

It is further agreed that:

(1) These policies shall not expire until all work has been completed and the project has been accepted by the City of . (If a policy does expire during the life of the Contract, a renewal Certificate of therequired coverage must be sent to the City of not less than five days prior to expirationdate.)

This certificate is not valid unless countersigned by an authorized representative of the Insurance Company.

Date Countersigned by

Signature

xiii

CITY OF ARIZONAENGINEERING DEPARTMENT

CONTRACTOR'S AFFIDAVIT REGARDING SETTLEMENT OF CLAIMS

Part 100, Section 109, General Conditions

, Arizona

Date

Project No.

To The City of , Arizona

Gentlemen:

This is to certify that all lawful claims for materials, rental of equipment and labor used in connection with the construction ofthe above project, whether by subcontractor or claimant in person, have been duly discharged.

The undersigned, for the consideration of $ , as set out in the final pay estimate, as full and completepayment under the terms of the contract, hereby waives and relinquishes any and all further claims or right of lien under, inconnection with, or as a result of the above described project. The undersigned further agrees to indemnify and save harmless theCity of against any and all liens, claims of liens, suits, actions, damages, charges and expenses whatsoever,which said City may suffer arising out of the failure of the undersigned to pay for all labor performance and materials furnishedfor the performance of said installations.

Signed and dated at , this day of , 20 .

Contractor

By

STATE OF ARIZONA ) ss

COUNTY OF MARICOPA )

The foregoing instrument was subscribed and sworn to before me this day of , 20 .

Notary Public

My Commission Expires

xiv

CITY OF , ARIZONA

CHANGE ORDER REQUEST

Date: Request:

Name of Project:

Project No: Contractor:

Description of Proposed Change Order:

Reason for Change:

Estimated Cost: $ Change in Contract Time: (See Attached Sheet forDetailed Cost) (Calendar Days)

Submitted By: Title:

Recommended By: Title:

Approved By: Title:

xv

CITY OF , ARIZONA

AUTHORIZED SIGNATURE FORM

Project Name: Project No:

Whereas, , an Corporation, is(Name of State)

required to execute certain documents which are necessary for the prompt and efficient execution of the corporate business;NOW, THEREFORE, BE IT RESOLVED, by the Board of Directors of the

(Corporate Name)that (name of parties authorized) , authorized to execute and signon behalf of said corporate the following documents:

1. The Contract 4. Claims2. The Bond 5. Change Orders3. Payrolls 6. All other papers necessary for the conduct of the corporation's affairs and the execution

of the Contract.

The powers and duties herein granted shall be and is hereby granted for the duration of the contract for this project or until expressnotice of revocation has been duly given in writing, whichever is the lesser period.Dated and passed by the Board of Directors this day of , 20

(Signature of Persons Authorized to Sign) (Title) (Document No.)

CERTIFICATESTATE OF )

)ssCOUNTY OF )

I, of the , a corporation do hereby certify that the aboveis a true and correct copy of a resolution adopted by the Board of Directors of said corporation, at a meeting of said board heldon , 20 , and that the same is in full force and effect at this time.

Dated , 20

(Officer of Corporation)(Seal of Corporation)STATE OF ARIZONA )

)ssCOUNTY OF )

This instrument was acknowledged before me day of 20 by appearing before the undersignedNotary Public, and stated that he executed such instrument on behalf of said corporation for the purpose and consideration thereinexpressed.

My commission Expires:______________(Notary Public)

xvi


Revised 2000

PART 100

GENERAL CONDITIONS

Section Title

101 Abbreviations and Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101-1

102 Bidding Requirements and Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1

103 Award and Execution of Contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1

104 Scope of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1

105 Control of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1

106 Control of Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1

107 Legal Regulations and Responsibility to Public . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1

108 Commencement, Prosecution and Progress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1

109 Measurements and Payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1

110 Notification of Changed Conditions and Dispute Resolution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-1

This Page is Reserved for Future Use

SECTION 101

101-1

ABBREVIATIONS AND DEFINITIONS

101.1 ABBREVIATIONS:

Wherever the following abbreviations are used in these specifications, standard details or on the plans, they are to be construedthe same as the respective expressions represented.

AASHTO American Association of State Highway and Transportation OfficialsAAN American Association of NurserymenAB Aggregate baseAban AbandonABC Aggregate base courseAC Asphalt cement or concreteACB Asphalt concrete baseACI American Concrete InstituteACP Asbestos cement pipeACPA American Concrete Pipe AssociationACWS Asphalt concrete wearing surfaceAFRB Arizona Fire Rating BureauAGC Associated General Contractors of America, Inc.Agg AggregateADOT Arizona Department of TransportationAhd AheadAIA American Institute of ArchitectsAIEE American Institute of Electrical EngineersAISC American Institute of Steel ConstructionANSI American National Standards InstituteAPA American Plywood AssociationApprox ApproximateAPWA American Public Works AssociationAR Aged residueARS Arizona Revised StatutesASCE American Society of Civil EngineersASME American Society of Mechanical EngineersAsph AsphaltASTM American Society for Testing MaterialsAve AvenueAWPA American Wood Preservers AssociationAWSC American Welding Society CodeAWWA American Water Works Association

Bbl BarrelBC Beginning of curveBCR Beginning of curb returnBeg BeginningBk Book or BackBlvd BoulevardBM Bench Mark or Board MeasureBrg BearingBST Bituminous Surface TreatmentBTB Bituminous Treated BaseBTU British Thermal UnitsBVC Beginning of vertical curve

C Centigrade or Curb

SECTION 101

101-2

CB Catch BasinCBF&C Catch basin frame & coverCC or C/C Center to CenterCE City or County EngineerCem CementCF Curb facecfs Cubic Feet per secondCIP Cast Iron pipeCIPP Cast-in-place concrete pipeCL or C CenterlineCm CentimeterCMP Corrugated metal pipeCO Clean outCol ColumnConc ConcreteConst ConstructCP Concrete pipe (non-reinforced)CTB Cement Treated BaseCu Cubic

Deg DegreeDF Douglas FirDG Decomposed graniteDia DiameterDim DimensionDIP Ductile Iron PipeDiv DivisionDr DriveDrwg DrawingDwy Driveway

Ea EachEase EasementE EastEC End of curveECR End of curb returnEl or Elv ElevationEqua or Eq EquationEVC End of vertical curveEx or Exist Existing

F FahrenheitFB Field bookF & C Frame & coverFH Fire hydrantFL or F Floor line or flow lineFl El Floor ElevationFnd Foundfps Feet per secondFS Finished surfaceFSS Federal Specifications and StandardsFt Foot or feet

G GutterGa Gage

SECTION 101

101-3

Galv GalvanizedGL Ground lineGpm Gallons per minuteGr Grade

H High or heightHC House connectionHdwl HeadwallHoriz HorizontalHwy Highway

ICA Industrial Commission of ArizonaID Improvement District or inside diameterIE Invert ElevationIEEE Institute of Electrical and Electronic EngineersIn InchInv InvertIP Iron PipeIPS Iron Pipe SizeIrrig Irrigation

Jt JointJC Junction ChamberJct JunctionJS Junction Structure

L LengthLb PoundL&T Lead and tackLD Local depressionLF Linear FeetLH Lamp holeLin LinearLong LongitudinalLt Left

M Map or mapsMAG Maricopa Association of GovernmentsMax MaximumMCR Maricopa County RecordsMeas MeasuredMH ManholeMHF&C Manhole frame and coverMin Minutes or minimumMisc MiscellaneousML or M Monument linemm MillimeterMon Monolithic or monumentMTD Multiple tile duct

SECTION 101

101-4

N NorthNBS National Bureau of StandardsNCPI National Clay Pipe InstituteNE NortheastNEC National Electric CodeNEMA National Electrical Manufacturer's AssociationNFPA National Fire Protection AssociationNP Non-plasticNPI Non pay itemNSC National Safety CouncilNSF National Sanitation FoundationNW NorthwestNo Number

OC On centerOD Outside diameterOz Ounces

P.C Point of curvaturePCC Point of compound curve or Portland Cement ConcretePI Point of intersection or plastic indexPL Property linePOC Point of CurvePOS Point of SpiralPP Power poleppm Parts per millionPRC Point of reverse curveProd ProducedProp Proposed or propertypsi Pounds per square inchpsf Pounds per square footPT or POT Point of TangentP&TP Power and telephone polePvmt Pavement

Q Rate of flow

R RadiusRC Reinforced concreteRCP Reinforced concrete pipeRd RoadRdwy RoadwayReinf Reinforced, ReinforcingRet Wall Retaining WallRGRCP Rubber Gasket Reinforced Concrete Piperpm Revolutions Per MinuteRt RightR/W Right-of-way

S South or slopeSAE Society of Automotive EngineersSan SanitarySC Spiral to CurveSCCP Steel cylinder concrete pipeSD Storm drain or Sewer District

SECTION 101

101-5

Sdl SaddleSec SecondsSect SectionSE SoutheastSht SheetSpec SpecificationsSPR Simplified Practice RecommendationSp MH Special manholeSq Ft Yd Square Foot, YardSS Sanitary sewerSt StreetSta StationStd StandardStr gr Structural gradeStruct Structure or structuralSW Southwest

T Tangent DistanceTel TelephoneTemp TemporaryTH Test holeTP Telephone poleTr TractTrans TransitionTS Traffic signal or Tangent to spiralTSC Traffic signal conduitTyp Typical

UL Underwriters' Laboratories Inc.USC & GS United States Coast and Geodetic SurveyUSGS United States Geological Survey

V Velocity of flowVC Vertical curveVCP Vitrified clay pipeVert Vertical

W West or widthWI Wrought ironWS Wearing surfaceWt Weight

Yd Yard

N feet or minutesO inches or seconds° degrees% percent# number or pound@ at/ per= equals

SECTION 101

101-6

101.2 DEFINITIONS AND TERMS:

Whenever in these specifications or in other contract documents the following terms or pronouns in place of them are used, theintent and meaning shall be interpreted as follows:

Addendum: A supplement to any of the Contract Documents issued, in writing, after advertisement of but prior to the openingof bids for a contract.

Advertisement: The public announcement, as required by law, inviting bids for work to be performed or materials to be furnished.

Agency: The governmental agency for which the construction is being done, either by permit or contract.

Architect: The individual or firm who has accomplished the architectural services for the project, including his representatives.

Award: The formal action of the governing body is accepting a proposal.

Backfill: Material placed in an excavated space to fill such space. For trenches, this space will be the area from 1 foot above thetop of the pipe or conduit to the existing or proposed finished grade of pavement.

Base Course: The upper course of the granular base of a pavement or the lower course of an asphalt concrete pavement structure.

Bedding: Is the material placed in the area from the bottom of the trench to 1 foot above the top of the pipe or conduit.

Bidder: Any qualified individual, firm, partnership, corporation or combination thereof, acting directly or through a dulyauthorized representative who legally submits a proposal for the advertised work.

Board of Supervisors: The Maricopa County Board of Supervisors acting under the authority of the laws of the State of Arizona.

Bond Issue Project: A project financed from bonds issued by the City or County pledging credit or a revenue resource.

Bridge: A structure, including supports, erected over a depression or an obstruction, as water, highway, or railway, and havinga track or passageway for carrying traffic or other moving loads and having a length measured along the center of roadway of morethan 20 feet between undercopings of abutments or extreme ends of openings for multiple boxes.

(Length) The length of a bridge structure is the over-all length measured along the line of survey stationing back to back ofbackwalls of abutments, if present, otherwise end to end of the bridge floor; but in no case less than the total clear opening of thestructure.

(Roadway Width) The clear width measured at right angles to the longitudinal centerline of the bridge between the bottom or curbsor guard timbers or in the case of multiple height of curbs, between the bottom of the lower risers.

Budget Project: A project financed by funds from General Tax levies and shared revenue funds set aside in the annual budgetadopted by the Council or Board of Supervisors.

Building: Any structure built for the support, shelter, or enclosure of persons, animals, chattel or movable property.

Building Code: A regulation adopted by the governing body establishing minimum standards of construction for the protectionof the public health, safety, and welfare in terms of measured performance rather than in terms of rigid specification of materialsand methods.

Calendar Day: Everyday shown on the calendar.

Call for Bids: The standard forms inviting proposals or bids.

SECTION 101

101-7 Revised 1999

“Careful and prudent manner” means conducting excavation in such a way that when it approaches within twenty-four inchesof the underground facility located and marked by the owner or operator, by stakes, paint or in some customary manner, the exactlocation is manually determined, and the uncovered facility is supported and protected.

Change Order: A written order issued by the Engineer to the Contractor to make changes in the work or to perform extra work,and setting forth conditions for payment and/or adjustment in time of completion.

City: A municipal corporation, organized and existing under and by virtue of the laws of the State of Arizona.

City/County Clerk: The duly authorized person who performs the duties of clerk for the Contracting Agency.

Completion Time: The number of calendar days for completion of an act, including authorized time extensions. In case a calendardate of completion is shown in the proposal in lieu of the number of calendar days, the contract shall be completed by that date.The time within which an act is to be done shall be computed by excluding the first and including the last day; and if the last daybe Sunday or a legal holiday, that shall be excluded.

Conflicting Utility: An existing utility, shown or not shown on the plans is conflicting when any part of the utility falls withinthe dimensions of the new installation, such that it would be in physical contact with the new installation.

Construction Project: The erection, installation, remodeling, alteration, of durable facilities upon, under, or over the ground.This shall include, but is not limited to buildings, roadways and utility pipes, lines, poles or other structures.

Contingent Bid Item: This is a minor bid item which is likely, but not certain, to occur during the course of work. If the Engineerdetermines that this work is required, the Contractor will accomplish the work and payment will be made based on the contingentunit bid price included in the proposal. Since the quantity listed in the proposal is primarily for bid comparison, the amount ofwork required by the Engineer may vary materially from this.

Contract: The written instrument executed by the Contractor and the Contracting Agency by which the Contractor is bound tofurnish all labor, equipment, and materials and to perform the work specified, and by which the Contracting Agency is obligatedto compensate the Contractor therefor at the prices set forth therein. The Contract Documents are herewith by reference made apart of the contract as if fully set forth therein.

Contract Documents: All the integral documents of the contract, including but not limited to, Call for Bids, Plans, StandardSpecifications and Details, Special Provisions, Proposal, Addenda, Performance Bond, Payment Bond, Certificates of Insurance,Ordinance, Contract, and Change Orders.

Contracting Agency: The legal entity that has contracted for the performance of the work or for whom the work is beingperformed.

Contractor: The individual, firm, partnership, corporation or combination thereof entering into a contract with the ContractingAgency to perform the advertised work.

Council: The City Council which by law constitutes the Legislative Department of the City.

County: Maricopa County, organized and existing under and by virtue of the laws of the State of Arizona.

Culvert: Any structure not classified as a bridge, which provides an opening under or adjacent to the roadway.

Days: Unless otherwise designated, days will be understood to mean calendar days.

Emergency: Unforeseen occurrences and combinations of circumstances involving the public welfare or the protection of workalready done under the Contract Documents, or which endanger life or property and call for immediate action or remedy.

Engineer: The person, appointed as City or County Engineer by the Council or the Board of Supervisors, acting directly orthrough his duly authorized representative.

SECTION 101

101-8

Equipment: (Construction) — All machinery and equipment, together with the necessary supplies for upkeep and maintenance,and also tools and apparatus necessary for the proper construction and acceptable completion of work. (Installed) — All materialor articles used in equipping a facility as furnishings or apparatus to fulfill a functional design.

Extra Work: An item of work not provided for in the contract as awarded but found essential to the satisfactory completion ofthe contract within its intended scope.

Flooding: Flooding will consist of the inundation of the entire lift with water, puddled with poles or bars to insure saturation ofthe entire lift.

Force Account Work: Work done by personnel of the Contracting Agency as in-house work.

Foundation: For buildings or structures, this will be the substructure. For pipe this will be the native material or prepared materialon which the pipe rests; normally, this is the bottom grade line of the trench.

Full Depth Pavement: An asphalt concrete pavement structure in which the granular base and subbase are replaced byproportionate thicknesses of asphalt concrete.

Improvement District Project: A project financed by assessments against the property included in a special assessment districtauthorized under, or implemented by an act of the legislature of the State and/or a procedural ordinance of the City or County.

Inspector: The Engineer's authorized representative assigned to make detailed inspections of contract performance.

Jetting: Jetting is the densification of material, using a continuous supply of water, under pressure, transmitted to the materialthrough a rigid pipe of sufficient length to reach the bottom of the lift being densified. In all cases, the entire lift will be completelysaturated working from the top to the bottom.

Laboratory: The established materials testing laboratory of the Contracting Agency's Engineering Department, or otherlaboratories acceptable to and/or authorized by the Engineer to test materials and work involved in the Contract.

Major Item: A major item shall be the total of any item of work and/or materials specified in the bid schedule that exceeds theamount established in Table 109-1.

Materials: Any substance specified in the project, equipment and other material used or consumed in the performance of the work.

Median: The portion of a divided highway separating the roadways used by traffic going in opposite directions.

Non Pay Item: An item of work for which no separate payment will be made under the proposal, but which must be included asan incidental cost for payment on an associated item included in the proposal.

Notice of Award: A letter from the City or County Clerk advising the Contractor that he is the successful bidder and the Councilor Board of Supervisors has accepted his proposal.

Notice to Proceed: A directive issued by the Engineer, authorizing the Contractor to start the work or improvements requiredin the Contract.

Obligee: One to whom another is obligated.

Open Trench: The excavated area shall be considered as open trench until all the aggregate base course for pavement replacementhas been placed and compacted or, if outside of a pavement area, until the excavated area is brought to finish grade or naturalgrade.

Owner: The City or County, acting through its legally constituted officials, officers or employees.

SECTION 101

101-9

Pavement: Any surfacing of streets, alleys, sidewalks, courts, driveways, etc., consisting of mineral aggregate bound into a rigidor semi-rigid mass by a suitable binder such as, but not limited to, portland cement or asphalt cement.

Pavement Structure: The combination of subbase, base course, and surface course placed on a subgrade to support the trafficload and distribute it to the roadbed.

Pay Item: A detail of work for which separate payments are to be made under the Contract, as specified in the proposal.

Payment Bond: The security provided by the Contractor solely for the protection of claimants, supplying labor and materials tothe Contractor or his Subcontractors.

Performance Bond: The security provided by the Contractor solely for the protection of the Contracting Agency and conditionedupon the faithful performance of the contract in accordance with the plans, specifications and conditions thereof.

Permit: The license to do construction in public rights-of-way and/or easements; issued by an Agency to a Contractor workingfor another party.

Plans: All approved drawings or reproductions thereof pertaining to the work and details therefor, which are made a part of theContract Documents.

Plant: The Contractor's and/or subcontractor's facilities, including but not limited to small tools and mobile equipment, locatedon and/or offsite, necessary for preparation of materials and prosecution of work for the project.

Principal: The individual, firm or corporation primarily liable on an obligation, as distinguished from a surety.

Profile Grade: The trace of a vertical plan intersecting the top surface of the proposed wearing surface, usually along thelongitudinal centerline of the roadbed. Profile grade means either elevation or gradient of such trace according to the context.

Project: A specific coordinated construction or similar undertaking identified by a single project number and bid and awardedas one contract. On occasion two or more projects may be bid and awarded as a single contract.

Proposal: The offer of a bidder on the prescribed form, to perform the work and to furnish the labor and materials at the pricesquoted.

Proposal Form: The approved form on which the Contracting Agency requires bids to be prepared and submitted for the work.

Proposal Guarantee: The security furnished with a bid to guarantee that the bidder will enter into the contract if his bid isaccepted.

Proposal Pamphlet: The book or pamphlet pertaining to a specific project, containing proposal forms, special provisions andother information necessary for and pertinent to the preparation of the proposal or bid.

Referred Documents: On all work authorized by the Contracting Agency, any referenced documents in the specification, i.e.,Bulletins, Standards, Rules, Methods of Analysis or test. Codes and Specifications of other Agencies, Engineering Societies orIndustrial Associations, refer to the Latest Edition thereof, including Amendments, which are in effect and published at the timeof Advertising for Bids or the issuing of a permit for the work, unless otherwise stated.

Right-of-way: A general term denoting land, property, or interest therein, usually in a strip, acquired for or devoted to a street,highway, or other public improvement.

Road: A general term denoting a public way for purposes of vehicular travel, including the entire area within the right-of-way.

Roadside: A general term denoting the area adjoining the outer edge of the roadway. Extensive areas between the roadways ofa divided highway may also be considered roadside.

SECTION 101

101-10

Roadside Development: Those items necessary to the complete roadway which provide for the preservation of landscapematerials and features; the rehabilitation and protection against erosion of all areas disturbed by construction through seeding,sodding, mulching and the placing of other ground covers; such suitable planting and other improvements as may increase theeffectiveness and enhance the appearance of the roadway.

Roadway: The portion of the right-of-way intended primarily for vehicular traffic, and including all appurtenant structures andother features necessary for proper drainage and protection. Where curbs exist, it is that portion of roadway between the faces ofthe curbs.

Sewers: Conduits and related appurtenances employed to collect and carry off water and waste matter to a suitable point of finaldischarge.

Shop Drawings: Drawings or reproduction of drawings, detailing; fabrication and erection of structural elements, falsework andforming for structures, fabrication of reinforcing steel, installed equipment and installation of systems, or any other supplementaryplans or similar data, which the Contractor is required to submit for approval.

Shoulder: The portion of the roadway contiguous with the traveled way for accommodation of stopped vehicles, for emergencyuse, and for lateral support of base and surface courses.

Sidewalk: That portion of the roadway primarily constructed for the use of pedestrians.

Special Provisions: The special conditions, requirements, additions, and/or revisions to the Standard Specifications, applicableto the work, to cover conditions or requirements peculiar to the project under consideration.

Specifications: The descriptions, directions, provisions, and requirement for performing the work as contained in the ContractDocuments.

Standard Details: Uniform detail drawings of structures or devices adopted as Standard Details by the Engineer.

Standard Specifications: Uniform general specifications adopted as Standard Specifications by the Engineer.

Storm Drain: Any conduit and appurtenance intended for the reception and transfer of storm water.

Street: Streets, avenues, alleys, highways, crossings, lanes, intersections, courts, places, and grounds now open or dedicated orhereafter opened or dedicated to public use and public ways.

Structures: Bridges, culverts, catch basins, drop inlets, retaining walls, cribbing, manholes, endwalls, sewers, service pipesunderdrains foundation drains, fences, swimming pools, and other features which may be encountered in the work and nototherwise classed herein.

Subbase: The lower course of the base of a roadway, immediately above the subgrade.

Subcontractors: Those having direct contracts with the Contractor and those who furnish material worked into a special designaccording to the Plans and Specifications for the work, but not those who merely furnish material not so worked.

Subgrade: The supporting structures on which the pavement and its special undercourses rest.

Substructure: All of that part of the structure or building below the bearings of simple and continuous spans, skewbacks of archesand tops of footings of rigid frames, together with the backwalls, wingwalls and wing protection railings.

Superintendent: The Contractor's authorized representative in responsible charge of the work.

Superintendent of Streets: The person duly appointed by the Council of the Contracting Agency, as provided by Sections 9-601and 11-701 of the Arizona Revised Statutes.

SECTION 101

101-11

Superstructure: The entire structure or building except the substructure.

Supplemental Specifications: Additions and revisions to the Standard Specifications that are adopted subsequent to issuanceof the printed book.

Supplementary General Conditions: Requirements, or revisions, to the Standard General Conditions, applicable to the work,and to cover conditions or requirements peculiar to the project under consideration.

Surety: The individual, firm or corporation, bound with and for the Contractor for the acceptable performance, execution, andcompletion of the work, and for the satisfaction of all obligations incurred.

Surface Course: The finished or wearing course of an asphalt concrete pavement structure.

Title or Headings: The titles or headings of the sections and subsections herein are intended for convenience of reference andshall not be considered as having any bearing on their interpretation.

Township, City, Town or District: A subdivision of the County used to designate or identify the location of the proposed work.

Traveled Way: The portion of the roadway for the movement of vehicles, exclusive of shoulders and auxiliary lanes.

“Underground Facility” means any item which shall be buried or placed below ground for use in connection with the storageor conveyance of water, sewage, electronic, telephone or telegraphic communications, electric energy, oil, gas or other substances,and shall include, but not be limited to pipes, sewers, conduits, cables, valves, lines, wires, manholes, attachments and thoseportions of poles and their attachments below ground.

Utility: Pipe lines, conduits, ducts, transmission lines, overhead or underground wires, railroads, storm drains, sanitary sewers,irrigation facilities, street lighting, traffic signals, and fire alarm systems, and appurtenances of public utilities and those of privateindustry, businesses or individuals solely for their own use or use of their customers which are operated or maintained in, on,under, over or across public right-of-way or public or private easement.

Waterworks (Water Supply System): The reservoirs, pipe lines, wells, pumping equipment, purification works, mains, servicepipes, and all related appliances and appurtenances utilized in the procurement, transportation and delivery of an adequate, safe,and palatable water supply for the Contracting Agency.

Work: Any or all of the improvements mentioned and authorized to be made, and the construction, demolition, reconstruction,and repair of all or any portion of such improvements, and all labor, services, incidental expenses, and material necessary orincidental thereto.

Working Day: A calendar day, exclusive of Saturdays, Sundays, and Contracting Agency recognized legal holidays, on whichweather and other conditions not under the control of the Contractor will permit construction operations to proceed for the majorpart of the day with the normal working force engaged in performing the controlling item or items of work which would be inprogress at that time.

101.3 In order to avoid cumbersome and confusing repetition of expressions in these specifications, it is provided that wheneveranything is, or is to be, done, if, as, or, when, or where contemplated required, determined, directed, specified, authorized, ordered,given, designated, indicated, considered necessary, deemed necessary, permitted, reserved, suspended, established, approval,approved, disapproved, acceptable, unacceptable, suitable, accepted, satisfactory, unsatisfactory, sufficient, insufficient, rejected,or condemned, it shall be understood as if the expression were followed by the words by the Engineer or to the Engineer.

SECTION 102

102-1

BIDDING REQUIREMENTS AND CONDITIONS

102.1 ELIGIBILITY AND PREFERENCE:

The employment of Contractors and Subcontractors on Public Works shall be governed by the provisions of Section 34-241 ofthe Arizona Revised Statutes.

102.2 CONTENTS OF PROPOSAL PAMPHLET:

The prospective bidder may examine and/or purchase plans, special provisions, and proposal pamphlets at the Engineering Officeof the Contracting Agency advertising for bids.

The proposal pamphlet will state the location of the contemplated construction; give the description of the various quantities ofwork to be performed or materials to be furnished, and have a bid schedule of pay items for which unit bid prices are invited. Inaddition, it will state the form and amount of the proposal guarantee, the time in which the work shall be completed and includeadditional instructions not included in these specifications.

The plans, the standard specifications, the standard details, the special provisions, the contracting agency’s supplements and allsupplementary documents are essential parts of the contract, and a requirement occurring in one is as binding as though occurringin all. They are intended to be complementary and to describe and provide for a complete work. In a case of a discrepancy orconflict, the order in which the various documents shall govern is as follows from highest to lowest: special provisions, plans,agency’s supplements to the standard specifications, agency’s supplements to the standard details, standard specifications andstandard details.

Each and every provision of law and clause required by law to be inserted in the contract shall be deemed to be inserted herein,and the contract shall be read and enforced as though it were included herein.

102.3 INTERPRETATION OF QUANTITIES IN PROPOSAL:

The quantities appearing in the proposal are approximate only and are to be used for the comparison of bids. Payment to theContractor will be made only for the actual quantities of work performed and accepted or materials furnished in accordance withthe contract at the unit bid price in the proposal.

After the contract is awarded the quantities of work listed by any pay item, or all pay items, may be increased or decreased areasonable amount at the discretion of the Contracting Agency, without in any way invalidating the unit bid price.

102.4 EXAMINATION OF PLANS, SPECIAL PROVISIONS AND SITE OF WORK:

The Contracting Agency will prepare plans and special provisions in accordance with acceptable engineering standards, givingsuch direction as will enable any competent Contractor to carry them out.

The bidder shall examine the site of the proposed work and all documents pertaining to the work. It is mutually agreed that thesubmission of a proposal shall be considered prima facie evidence that the bidder has made such examination and is familiar withthe character, quality and quantity of the work to be performed and material to be furnished.

Logs of the test holes, ground water levels, and any accompanying soil reports as furnished by the Contracting Agency arefurnished for general information only. The field condition so set forth shall not constitute a representation or warranty, expressedor implied, that such conditions are actually existent. Bidders shall make their own investigations and form their own estimatesof the site conditions.

After the submission of the proposal, no complaint or claim that there was any misunderstanding as to the quantities, conditionsor nature of the work will be entertained.

SECTION 102

102-2

102.5 PREPARATION OF PROPOSAL:

The bidder shall submit his proposal on the forms obtained from the Contracting Agency. The bidder shall specify a unit bid priceand extension in words, figures or both, whichever is required, for each pay item where units and approximate quantities are given.

The proposal total will be obtained by adding the extension amount or lump sum indicated for the individual pay items. If thereis a conflict between words and figures, the words shall apply. If there is a conflict between the unit bid price and the extensionfor a particular pay item, the unit bid price shall govern. In either case, the Contracting Agency shall correct the discrepancy inaccordance with the above procedure and the corrected proposal total will apply.

In addition, the following shall be completed by the bidder on the proposal:

(A) Acknowledge receipt of and agree that the proposal is based on the listed Addenda received with and/or after receipt of theproposal pamphlet.

(B) Note the bidders Arizona State Contractor's License number and classification.

(C) Signatures in ink and attested or witnessed as applicable.

102.6 SUBCONTRACTORS' LIST:

When required, the List of Subcontractors' form will be attached to the proposal pamphlet. The bidder shall submit this form withhis proposal, in a separate sealed envelope, listing the firm name and business address of each specialty subcontractor to whomhe proposes to subcontract any portion of the work. Only one name shall be listed for each category.

The bidder may list himself to perform one or more of the listed categories of work for which he has any requisite State licenseswhen required.

102.7 IRREGULAR PROPOSALS:

Proposals will be considered irregular and may be rejected for the following reasons:

(A) If the proposal is on a form other than that furnished by the Contracting Agency; or if the form is altered or any part thereofis detached.

(B) If there are unauthorized additions, statements, conditional or alternate bids, or irregularities of any kind.

(C) If the bidder adds any provisions reserving the right to accept or reject an award, or to enter into a contract pursuant to anaward.

(D) If the proposal does not contain a unit price for each pay item listed except in the case of authorized alternate pay items.

(E) If, when required, the bidder fails to accomplish and submit the List of Subcontractors' form.

102.8 PROPOSAL GUARANTEE:

No proposal will be read unless accompanied by a proposal guarantee in the proper amount and in the form provided in theproposal pamphlet. The guarantee shall be made payable and acceptable to the Contracting Agency as a guarantee that the bidder,if awarded the contract, will execute the contract documents and furnish the required bonds and certificates of insurance to beforfeited if the Contractor fails or refuses to enter into a contract as required by the bid documents.

SECTION 102

102-3

The proposal guarantee shall be in the form of a certified check, cashiers check, or surety bond for ten percent of the amount ofthe bid. The surety bond shall be executed solely by a surety company or companies holding a certificate of authority to transactsurety business in the State of Arizona issued by the Director of the Department of Insurance. The surety bond shall not beexecuted by an individual surety or sureties. In addition, said company or companies shall be rated "Best A-" or better as requiredby the Contracting Agency, as currently listed in the most recent Best Key Guide, published by the A.M. Best Company.

102.9 SUBMISSION OF PROPOSAL:

The proposal and proposal guarantee shall be submitted in a sealed envelope. The outside, lower right-hand corner of which shallbe marked as follows:

Bid of , ContractorFor Project No. Contracting Agency

Envelopes shall be mailed or delivered to the office of the Contracting Agency, and must be received before the time and datespecified in the Call for Bids or any Addenda.

Proposals received after the time and date specified will be returned, unopened, to the bidder.

102.10 WITHDRAWAL OR REVISION OF PROPOSAL:

Any bidder may withdraw or revise a proposal after it has been deposited with the Contracting Agency, provided his request isreceived by the Contracting Agency, in writing or by telegram, before the time specified for opening proposals or as stipulatedherein.

102.11 PUBLIC OPENING OF PROPOSALS:

Proposals will be opened and read publicly at the time and place specified in the Call for Bids or any Addenda. Bidders, theirauthorized agents and other interested parties are invited to be present.

When proposals for more than one project are to be opened at the same time, any bidder may, after the time set for the openingproposals, request to withdraw his second or succeeding proposal prior to the opening of proposals for that project. Should thisoccur, there will be a brief delay in the opening of proposals to permit the bidder to submit his request. Upon receipt of the bidder'swritten request, by the Contracting Agency, his proposal will be returned unopened.

102.12 DISQUALIFICATION OF BIDDERS:

Either of the following reasons may be considered as being sufficient for the disqualification of a bidder and the rejection of hisproposal:

(A) Receipt of more than one proposal for the same work from an individual, partnership or corporation under the same ordifferent names.

(B) Evidence of collusion among bidders or assistance from any officer of the Contracting Agency, or of any Department thereof.

102.13 SUCCESSFUL BIDDERS:

Unless otherwise specified in the proposal pamphlet, the successful bidder may obtain 7 sets of plans and special provisions, forthe project from the Contracting Agency, at no cost.

SECTION 103

103-1

AWARD AND EXECUTION OF CONTRACT

103.1 CONSIDERATION OF PROPOSALS:

After the proposals, for the contemplated work, have been opened and read as provided in these specifications, the respective totalswill be checked and compared by the Contracting Agency. The basis of comparison will be to verify the accuracy of the totalproposal by checking the extensions and additions. In the event of a discrepancy, in the amount bid for a pay item, the unit bidprice will govern unless obviously in error. The results of such comparison will be considered public information.

The right is reserved to award the contract to the lowest and/or best responsible bidder, or to reject all proposals and to readvertisefor any reason the Contracting Agency determines.

In case all proposals are rejected, any subsequent changes, additions, addenda, or new sets of plans and special provisions willbe provided to all purchasers of the first issue of the plans and special provisions at no additional charge, except that out-of-townbidders will pay shipping charges.

103.2 RETURN OF PROPOSAL GUARANTEE:

All proposal guarantees, except those of: the two lowest responsible bidders on Bond Issue and Budget Projects; the lowestresponsible bidder or the lowest responsible bidders of alternative plans and specifications on Improvement District Projects, willbe returned immediately following the opening and checking of proposals. The retained proposal guarantee or guarantees will bereturned immediately after the contract documents have been executed by all parties.

103.3 AWARD OF CONTRACT:

The Contracting Agency, through its duly authorized body or agent will award the contract to the lowest and/or best responsiblebidder, or all proposals will be rejected, as soon as practicable after the date of opening proposals.

No proposal shall be withdrawn for a period of 50 days after opening without consent of the Contracting Agency through the bodyor agent duly authorized to accept or reject the proposal except that in the case of Federally-assisted projects, or other projectsaward of which is conditioned on the approval of an agency not under the control of the Contracting Agency, withdrawal shallbe made within a period of 50 days after opening without such consent.

If written notice of the acceptance of a proposal is delivered to the successful bidder within the times noted above, or at any timethereafter before such proposal has been withdrawn, the bidder shall execute and deliver a contract in the prescribed form, within10 days after receipt of such notice or his proposal guarantee shall be forfeited as provided elsewhere herein. Concurrently withthe contract, the Contractor shall submit all documentation required to enable the agency to execute the contract.

The successful bidder will be furnished a Notice of Award on:

(A) Bond Issue or Budget Projects by letter, to the address shown on the proposal.

(B) Improvement District Projects by publication in accordance with the requirements of Arizona Revised Statutes, Section9-681.

103.4 CANCELLATION OF AWARD:

The Contracting Agency reserves the right to cancel the award of any contract at any time before the execution of said contractby all parties, without any liability against the Contracting Agency.

103.5 REQUIREMENT OF CONTRACT BONDS:

Concurrently with the submittal of the contract, the Contractor shall furnish the Contracting Agency the following bonds, whichshall become binding upon the award of the contract to the Contractor.

(A) A Performance Bond in an amount equal to the full contract amount conditioned upon the faithful performance of thecontract in accordance with plans, specifications and conditions thereof. Such bond shall be solely for the protection of theContracting Agency awarding the contract.

(B) A Payment Bond in an amount equal to the full contract amount solely for the protection of claimants supplying labor ormaterials to the Contractor or his Subcontractors in the prosecution of the work provided for in such contract.

SECTION 103

103-2

Each such bond shall include a provision allowing the prevailing party in a suit on such bond to recover as a part of his judgementsuch reasonable attorney's fees as may be fixed by a judge of the court.

Each such bond shall be executed by a surety company or companies holding a certificate of authority to transact surety businessin the State of Arizona issued by the Director of the Department of Insurance. The bonds shall not be executed by an individualsurety or sureties. The bonds shall be made payable and acceptable to the Contracting Agency. The bonds shall be written orcountersigned by an authorized representative of the surety who is either a resident of the State of Arizona or whose principaloffice is maintained in this State, as by law required, and the bonds shall have attached thereto a certified copy of Power ofAttorney of the signing official. In addition, said company or companies shall be rated "Best A-" or better as required by theContracting Agency, as currently listed in the most recent Best Key Rating Guide, published by the A.M. Best Company.

103.6 CONTRACTOR'S INSURANCE:

103.6.1 General: The Contractor shall agree to carry all insurance which may be required by Federal and State Laws, County andCity Ordinances, Regulations and Codes. Neither the Contractor nor any subcontractor shall commence work under a contractuntil the Contracting Agency has approved the insurance. The entire project covered by the contract will be at the Contractor'srisk until final acceptance by the Contracting Agency.

Concurrently with the submittal of the contract, the Contractor shall furnish the Contracting Agency the following:

(A) Public Liability and Property Damage Insurance: The Contractor shall provide and maintain, during the life of the contract,General Liability, Automobile Liability, and Worker's Compensation Insurance as follows:

INSURANCE MINIMUM LIMITS OF LIABILITY

GENERAL LIABILITY $1,000,000 Combined Single Limit —Comprehensive FormPremises/OperationsUnderground Explosionand Collapse Hazard

Exclusions Deleted(where applicable)

Products/CompletedOperations

ContractualIndependent Contractors

(OCP)Broad Form Property DamagePersonal Injury With Exclusion

“C” Deleted

AUTOMOBILE LIABILITY $1,000,000 Combined Single LimitOwnedHiredNon-Owned

EXCESS LIABILITY As requiredUmbrella Form

WORKER'S COMPENSATION &EMPLOYERS' LIABILITY Statutory Limits

BUILDER RISK/COURSE OFCONSTRUCTION As required

The Contracting Agency shall have no responsibility or liability for such insurance coverage.

The Contractor shall furnish a Certificate of Insurance on a form approved by the Contracting Agency. The Certificate shall beissued by an insurance company authorized to transact business in the State of Arizona, or be named on the list of UnauthorizedInsurers maintained by the Arizona Department of Insurance. Insurance coverage shall not expire until all the work has beencompleted and the project has been accepted by the Contracting Agency. If an insurance policy does expire during the life of thecontract, the Contractor shall provide a renewal certificate of the required insurance coverage to the Contracting Agency not lessthan thirty (30) days prior to the expiration date.

SECTION 103

103-3 Revised 1999

(B) Worker's Compensation and Employer's Liability: A Letter of Certification, from the Industrial Commission of Arizona, thatthe Contractor is insured by the State Compensation Fund or is an authorized self-insurer or a Certificate of Insurance issued byan insurance company authorized by the Arizona Department of Insurance to provide Workmen's Compensation and Employer'sLiability Insurance in the State of Arizona.

(C) Builders Risk/Course of Construction: When the project includes construction of a new building or addition to an existingbuilding, the Contractor shall also obtain insurance coverage for at least, as a minimum, the perils of fire, extended coverage,vandalism and malicious mischief for the full amount of the contract. The Contractor shall be responsible for any deductibles,mutual waiver of subrogation and any co-insurance for the construction that is the subject of this contract.

(D) Additional Insured: The Contracting Agency, its officers, agents and employees shall be named as insureds on policies listedin (A) and (C) and this shall also be indicated on the Certificates of Insurance issued to the Contracting Agency. The Contractor'scoverage shall be primary for any and all losses arising out of the performance of this contract.

(E) Owner Protective Policy: In addition to other insurance the Contractor is required herein to provide and maintain in its ownname, the Contractor shall also provide and maintain a separate policy of insurance, at its sole cost and expense, naming theContracting Agency as the insured and providing primary coverage for the Contracting Agency in an amount not less than OneMillion Dollars, or other minimum amount determined by the Agency, for personal injury or death, per person and per occurrence,and not less than $500,000 for property damage for any damage or injury suffered as a result of any work performed by Contractoror its employees, representatives, contractors or subcontractors in connection with the Project or Permit. Such policy shall alsoprovide the Contracting Agency coverage, in the amounts specified above, for any and all damages or injury suffered as a resultof alleged acts or omissions of the Contracting Agency in connection with, directly or indirectly, the Project or Permit. Suchpolicy shall be primary and not contributory to any insurance maintained by the Contracting Agency. The insurance companywriting such policy must have a BEST rating of not less than “A-” and be licensed by the Arizona Department of Insurance to dobusiness in the State of Arizona. The form of the policy must be approved by the Contracting Agency before the notice to proceedwill be issued.

103.6.2 Indemnification of the Contracting Agency Against Liability: To the fullest extent permitted by law, the Contractor,its successors, assigns and guarantors, shall pay, defend, indemnify and hold harmless the Agency, its agents, representatives,officers, directors, officials and employees from and against all allegations, demands, proceedings, suits, actions, claims, damages,losses, expenses, including but not limited to, attorney fees, court costs, and the cost of appellate proceedings, all claim adjustingand handling expense, related to, arising from or out of or resulting from any actions, acts, errors, mistakes or omissions causedin whole or part by the Contractor relating to work or services in the performance of the Contract, including but not limited to,any Subcontractor or anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liableand any injury or damages claimed by any of the Contractor’s and Subcontractor’s employees.

103.7 EXECUTION AND APPROVAL OF CONTRACT:

The Contractor shall execute the contract with the Contracting Agency as follows:

(A) Bond Issue or Budget Projects within 10 calendar days after the date of Notice of Award of contract from the ContractingAgency.

(B) Improvement District Projects, not less than 15 or more than 20 calendar days after the date of the first publication of Noticeof Award, if no objections have been filed.

The Contracting Agency will approve and execute the contract within 10 calendar days following receipt of signed contract andacceptable bonds and certificates of insurance.

No contract shall be considered in effect until it has been fully executed by all parties concerned.

Information relative to the execution of contract documents may be obtained from the Engineering Office of the ContractingAgency advertising for bids.

103.8 FORFEITURE OF PROPOSAL GUARANTEES:

If the Contractor fails or refuses to enter into the contract, within the time stated, then the Contracting Agency may declare aforfeiture of his proposal guarantee as liquidated damages for failure to enter into the contract.

SECTION 104

104-1

SCOPE OF WORK

104.1 WORK TO BE DONE:

104.1.1 General: The Contractor shall perform all work as may be necessary to complete the contract in a satisfactory andacceptable manner in full compliance with the plans, specifications and terms of the contract.

Unless otherwise specified in the special provisions, he shall furnish all labor, materials, equipment, transportation, utilities,services and facilities required to perform all work for the construction of the project within the time specified.All existing concrete or bituminous surfaced sidewalks, driveways and alleys which were disturbed by the Contractor at thedirection of the Engineer, shall be replaced. Private concrete or bituminous surfaced sidewalks and driveways, which weredisturbed by the new improvements must be replaced. The slope of the replaced sidewalk or driveway must comply with theagency's minimum standards. If the standard cannot be constructed within the disturbed area, the Contractor shall remove andreplace to a distance required to obtain the slope. Payment for such work will be made under the respective pay items providedfor in the contract, or by agreed prices in advance, if no pay items are provided for in the contract.

104.1.2 Maintenance of Traffic: The Contractor's operations shall be in accordance with the traffic manual and/or policies ofthe appropriate public agency having jurisdiction over the project and Section 401. These operations shall cause no unnecessaryinconvenience to the public and public access rights shall be considered at all times. Unless otherwise authorized in thespecifications or on a temporary basis by the Engineer, traffic shall be permitted to pass through the work area. The Contractorshall coordinate with the various agencies both commercial and public, involved in the collection and removal of trash andgarbage, so that adequate services are maintained.

Safe and adequate pedestrian and vehicular access shall be provided and maintained to fire hydrants, commercial and industrialestablishments, churches, schools, parking lots, motel, hospitals, fire stations, police stations, and establishments of a similarnature. Access to residential properties shall be in accordance with Section 107.

Grading operations, roadway excavation and fill construction shall be conducted and maintained in such a manner as to providea reasonably satisfactory and safe surface for vehicular and pedestrian traffic. When rough grading is completed, the roadbed shallbe brought to and maintained in a reasonably smooth condition, satisfactory and safe for vehicular traffic at the posted speed limit.Pedestrian walkways shall be provided and maintained in a like manner. The Contractor shall accomplish any additional gradingoperations and/or repairs, including barricade replacement or repairs during working and nonworking periods which, in the opinionof the Engineer, are required.

In the event of abnormal weather conditions, such as windstorms, rainstorms, etc., the Contractor shall immediately inspect hiswork area and take all necessary actions to insure that public access and safety are maintained.

The Contractor shall provide the Engineer with the emergency address of his representatives as required by Section 105.

104.1.3 Cleanup and Dust Control: Throughout all phases of construction, including suspension of work, and until finalacceptance of the project, the Contractor shall keep the work area clean and free from rubbish, excess materials and debrisgenerated by Construction Activities.

At disposal sites and storage sites, other than agency landfills, the Contractor shall be responsible for all required dust controlmeasures. This includes temporary yard or staging areas.

The Contractor shall take whatever steps, procedures or means required to prevent any dust nuisance due to his constructionoperations. The dust control measures shall be maintained at all times to the satisfaction of the Engineer and in accordance withthe requirements of the Maricopa County Bureau of Air Pollution Control Rules and Regulations.

Failure of the Contractor to comply with the Engineer's cleanup orders may result in an order to suspend work until the conditionis corrected. No additional compensation or time will be allowed as a result of such suspension and the Engineer has the authorityto take such other measures as may be necessary to remedy the situation. Subsection 104.2.5 applies.

SECTION 104

104-2

*104.1.4 Final Cleaning Up: Before final acceptance, all private or public property and grounds occupied by the Contractor inconnection with the work shall be cleaned of all rubbish, excess materials, temporary structures and equipment, and all parts ofthe work area shall be left in an acceptable condition.

104.2 ALTERATION OF WORK:

*104.2.1 By the Contracting Agency: The Contracting Agency reserves the right to make, at anytime during the progress of thework, such alterations in the details of construction and such increases or decreases in quantities as may be found necessary ordesirable. Such alterations and changes shall not invalidate the contract nor release the surety and the Contractor agrees to performthe work as altered, the same as if it had been a part of the original contract. The Engineer will issue Change Orders to coverunforeseen circumstances which make it impossible to carry out the work in accordance with the original contract plans andspecifications.

If the alterations or changes made by the Contracting Agency increases or decreases the total cost of the contract or the total costof any major item by more than 20 percent, either party may request an adjustment in payment in accordance with Section 109.

104.2.2 Due to Physical Conditions:

*(A) Should the Contractor encounter or discover during the process of the work, subsurface or latent physical conditions at thesite differing materially from those indicated in the contract, or unknown physical conditions at the site of an unusual nature,differing materially from those ordinarily encountered and generally recognized as inherent in work of the character provided forin the contract, the Engineer shall be promptly notified in writing of such conditions before they are disturbed. The Engineer willthereupon promptly investigate the conditions and, if he finds they do so materially differ and cause an increase or decrease inthe cost of or the time required for performance of the contract, an equitable adjustment will be made and the contract modifiedin writing accordingly.

*(B) If at the time of opening up any portion of the work, material from which the subgrade, backfill or bedding is to beconstructed contains an excess of moisture so that the required compaction cannot be obtained without additional manipulation,the Engineer will determine the cause of such condition. If the cause of such condition is determined to have been unforeseeableand beyond the control of and without fault or negligence of the Contractor, the Engineer will determine whether the material shallbe aerated or removed and replaced. Such work shall be done as directed and will be paid for as provided in Section 109.

*(C) Failure to notify the Engineer of the conditions described in A and B above prior to doing any work may be just cause toreject any claims for additional monies and/or time.

*(D) Material in ditches and ditch banks that contains moisture in an amount considered excessive by the Engineer shall beremoved and shall be aerated to the extent required by the Engineer before compaction is effected. No measurement or directpayment for the removal and aeration of such material will be made.

*(E) After any portion of the work has been opened up, saturation of material caused by irrigation water, storm drainage, weatheror such similar causes will be considered as within the responsibility of the Contractor.

*104.2.3 Due to Extra Work: The Contractor shall perform unforeseen work, for which there is no unit bid price in the proposal,whenever it is deemed necessary or desirable by the Engineer in order to fully complete the work as contemplated. Such work shallbe governed by all applicable provisions of the contract documents and payment will be made in accordance with the provisionsset forth in Section 109.

Should the Contractor claim that any instructions received involve extra work under the contract, he shall give the Engineer writtennotice within two work days after receipt of such instructions, and in any event before proceeding to execute the work, except inemergencies endangering life or property. No claim shall be valid unless written notice is given.

If this extra work is performed by others, the Contractor agrees to cooperate fully with the other source accomplishing this workand agrees that this action shall not invalidate the Contract or release the surety.__________________________*Not applicable to Improvement District Projects

SECTION 104

104-3

104.2.4 At the Contractor's Request: Changes in the plans or specifications, which do not materially affect and are notdetrimental to the work or to the interests of the Contracting Agency, may be granted to facilitate the work. Requests shall be inwriting and submitted to the Engineer for approval. These changes, if approved and when resulting in a saving to the Contractor,will be made at an equitable reduction in cost or in no case at any additional cost to the Contracting Agency.

104.2.5 Due to the Failure of the Contractor to Properly Maintain the Project:

(A) If the Contractor fails to provide adequate Maintenance of Traffic or Cleanup and Dust Control or to correct deficienciesresulting from abnormal weather conditions, the Engineer has the authority to suspend the work wholly or in part until thiscondition has been corrected.

(B) If the Contractor fails to comply with the Engineer's written order to provide adequate maintenance of traffic, cleanup, dustcontrol, or to correct deficiencies resulting from abnormal weather conditions, the Engineer has the authority to have this workaccomplished by other sources.

(C) The Contractor agrees to cooperate fully with the other source accomplishing this work and agrees that this action shall notinvalidate the Contract or release the surety.

SECTION 105

105-1

CONTROL OF WORK

105.1 AUTHORITY OF THE ENGINEER:

The Engineer will decide all questions which may arise as to the quality and acceptability of materials furnished and workperformed and as to the rate of progress of the work; all questions which may arise as to the interpretation of the plans andspecifications; all questions as to the acceptable fulfillment of the contract on the part of the Contractor. The Engineer's estimatesand decisions shall be final and conclusive. In case any question should arise, relative to the Contract Documents, thedetermination or decision of the Engineer shall be a condition precedent to the right of the Contractor to receive final approvalof the work being questioned under the contract.

In giving instructions, the Engineer may make minor changes in the work, not involving extra work and not inconsistent with thepurpose of the work, except in emergencies endangering life or property.

The Engineer will suspend the work wholly or in part due to the failure of the Contractor; to correct conditions unsafe for theworkmen or the general public; for failure to carry out provisions of the contract; for failure to carry out orders; for such periodsas he may deem necessary due to unsuitable weather; for conditions considered unsuitable for the prosecution of the work or forany other condition or reason deemed to be in the public interest.

105.2 PLANS AND SHOP DRAWINGS:

The Contractor shall submit, for review, a proposed schedule of shop drawings and product data submittals. This schedule willinclude concrete and asphalt concrete mix designs unless they are previously approved supplier's mix design. The schedule willshow the needed response date for each submittal and will indicate the relationship of the submittal to the project constructionschedule.

The Contractor shall submit five (5) copies of each shop drawing, product data or mix design to the Engineer for review. Eachsubmittal shall be numbered sequentially and shall be submitted in accordance with the schedule established in conjunction withthe Contracting Agency so as to cause no delay in the work schedule. The Contractor shall certify, by stamp or letter, that he hasreviewed and approved the submittal and that it conforms to the requirements of the contract documents. If this certification isnot included, the submittal will be returned without action.

At the time of each submittal, the Contractor shall define and delineate in writing, separate from the certification, any deviationsfrom the contract documents. If the Engineer accepts this deviation, he will authorize the deviation by issuing a change order orif the deviation is minor by endorsement to the letter.

The Engineer will review and return the submittals in accordance with the previously established response date. The review willbe only for conformance with the design concept of the work and for compliance with the information contained in the contractdocuments. The review of a specified item, as such, will not indicate review of the assembly in which the item functions. Reviewby the Engineer will not relieve the Contractor from responsibility for any errors or omissions in the submittals nor from hisresponsibility for complying with the contract documents. The only exception is deviations accepted in accordance with thepreceding paragraph.

If the submittal is acceptable, one (1) copy with each page stamped “Furnish as Submitted” will be returned to the Contractor.The Contractor shall submit additional copies (as required) to the Engineer.

If the Engineer determines that the submittal requires corrections or is to be rejected, one (1) copy stamped “Furnish as Noted”or “Revise and Resubmit” will be returned to the Contractor. The Contractor will submit five (5) corrected or new copies.

The copy stamped “Furnish as Submitted,” returned to the Contractor, will become a part of the contract documents and will bekept at the job site. Any work done prior to the receipt of this review will be at the Contractor's risk and expense.

105.3 CONFORMITY WITH PLANS AND SPECIFICATIONS:

All work performed and all materials furnished shall be in conformity with the lines, elevations, grades, cross sections, dimensionsand material requirements, including tolerances, shown on the plans or indicated in the specifications.

SECTION 105

105-2Revised 1999

In the event the Engineer finds the materials or the finished product in which the materials are used not in conformity with theplans and specifications, but that reasonably acceptable work has been produced, he shall then make a determination if the workshall be accepted and remain in place. In this event, the Engineer will document the basis of acceptance by contract modificationwhich will provide for an appropriate adjustment in the contract price for such work or materials as he deems necessary to conformto his determination based on engineering judgement.

In the event the Engineer finds the materials or the finished product in which the materials are used or the work performed arenot in conformity with the plans and specifications and have resulted in an inferior or unsatisfactory product, the work or materialsshall be removed and replaced or otherwise corrected by the Contractor at no additional cost to the Contracting Agency.

In all instances wherein the items and/or specifications require installation or construction in accordance with either manufacturers'or suppliers' recommendations and/or instructions, said recommendations and/or instructions shall be submitted with the applicableportion clearly marked for approval prior to the commencement of work on that item or portions of the contract.

105.4 COORDINATION OF PLANS AND SPECIFICATIONS:

The Contractor shall take no advantage of any apparent error or omission in the plans or specifications. In the event the Contractordiscovers such an error or omission, he shall immediately notify the Engineer. The Engineer will then make such corrections andinterpretations as may be deemed necessary for fulfilling the intent of the plans and specifications.

105.5 COOPERATION OF CONTRACTOR:

The Contractor will be supplied with a minimum of seven sets of approved plans and special provisions, one set of which theContractor shall keep available on the work at all times.

The Contractor shall give the work the constant attention necessary to facilitate the progress thereof, and shall cooperate with theEngineer, his inspectors, and other Contractors in every way possible.

The Contractor shall at all times be present at the work in person or represented by a competent superintendent. Thesuperintendent shall be authorized to receive and fulfill instructions from the Engineer and who shall supervise and direct the work.No less than fourteen days prior to the scheduled/planned Notice to Proceed, the Contractor shall submit to the Engineer for reviewand approval, the name and qualifications of the proposed superintendent. When the superintendent is approved, he shall not bechanged by the Contractor without written approval of the Engineer. Instructions and information given by the Engineer to theContractor’s superintendent shall be considered as having been given to the Contractor.

(A) All phases of the project such as concrete work, pipe work, etc., shall be under the direct supervision of a foreman or hisdesignated representative on the site who shall have authority to accept instructions, with respect to that particular phase of theproject, and take action required to properly carry out the work.

(B) In the event of noncompliance with the above, the Engineer may require the Contractor to stop work on that part of theproject until the required supervision is present.

The Contractor shall file with the Engineer, the names, addresses, and telephone numbers of representatives who can be contacted,at any time, in case of emergency. These representatives must be fully authorized and equipped to correct unsafe or excessivelyinconvenient conditions on short notice.

Emergencies may arise during the progress of the work which may require special effort or require extra shifts of men to continuethe work beyond normal working hours. The Contractor shall be prepared in case of such emergencies from whatever cause, todo all necessary work promptly.

105.6 COOPERATION WITH UTILITIES:

The Contracting Agency will notify all utility companies, all pipe line owners, or other parties affected, and endeavor to have allnecessary adjustments of the public or private utility fixtures, pipe lines, and other appurtenances within or adjacent to the limitsof construction, made as soon as practicable.

The Contractor shall comply with the requirements of Arizona Revised Statutes-40-360.21 through 40-360.29 (one call system,Blue Stake) in notification to the interested utility owners prior to start of construction. The Contractor shall resolve all problemswith the utility owners concerned.

SECTION 105

105-3

Where water users association facilities obstruct construction of the work, the Contractor shall contact officials of the associationrelative to the shutdown of irrigation water and shall acquaint himself with and conform to the requirements of the association.

Water lines, gas lines, wire lines, service connections, water and gas meter boxes, water and gas valve boxes, light standards,cableways, signals and all other utility appurtenances within the limits of the proposed construction which are to be relocated oradjusted are to be moved by the owners at their expense except as otherwise provided for in the special provisions or as noted onthe plans. In the event an existing service is found to be in a materially different location than shown on the plans and requiresadditional or more costly work on the part of the Contractor, the procedures in Section 104, will apply.

It is understood and agreed that the Contractor has considered in his proposal all of the permanent and temporary utilityappurtenances in their present or relocated positions as shown on the plans and that no additional compensation will be allowedfor any delays, inconvenience, or damage sustained by him due to any interference from the said utility appurtenance or theoperation of moving them. If delays are encountered because utility owners have not relocated or adjusted their facilities, thecontract time will be adjusted in accordance with Section 108.

It shall be the responsibility of the Contractor to ascertain the need for bracing or shoring of utility poles during the constructionof the project and no additional compensation will be allowed for such bracing or shoring.

In general, the contract will indicate various utility items, certain of which are to be relocated or adjusted by the utility owner andothers by the Contractor. Any work performed by the Contractor for any utility company, separate from the contract shall be paidfor by the utility company and will not be a part of the agency contract.

105.6.1 Notifications Requirement in the Event of Any Damage to or Dislocation of Underground Facilities: In the eventof any damage to or dislocation of any underground facility, the Contractor responsible for the excavation operation shallimmediately notify the owner of such facility and shall not attempt to repair any facility, except those intended for the conveyanceor storage of water and sewage. The excavation shall be left open until the arrival of representatives of the owner. The owner willdispatch its representative promptly to examine the underground facility and, if necessary, make repairs.

105.6.2 Work Within a Railroad Right of Way: When a railroad right of way is included in the work, the Contractor shall:

(A) Comply with the rules and regulations of the railroad company relative to the required manner of constructing said portionof the work; and shall perform the work so as not to endanger or interfere with the safe operation of the track(s) and property ofthe railroad company and of the traffic moving on such track(s).

(B) Carry the kinds and amounts of insurance and bonds required by the railroad company for the period of time in which workis performed on or adjacent to the railroad company's property, and until such work has been satisfactorily completed and all tools,equipment and materials have been removed from the railroad company's property and such property is left in a clean andpresentable condition.

(C) Contact the railroad company at least 48 hours in advance of performing any construction within the right of way of anytrack(s).

105.7 COOPERATION BETWEEN CONTRACTORS:

The Contracting Agency reserves the right at any time to contract for and perform other or additional work on or near the workcovered by the contract.

When separate contracts are let within the limits of any one project, each Contractor shall conduct his work so as not to interferewith or hinder the progress or completion of the work being performed by other Contractors. Contractors working on the sameproject shall cooperate with each other as directed.

Each Contractor involved shall assume all liability, financial or otherwise, in connection with his contract and shall protect andsave harmless the Contracting Agency from any and all damages or claims that may arise because of inconvenience, delay, or lossexperienced by him because of the presence and operations of other Contractors working within the limits of the same project.

SECTION 105

105-4

The Contractor shall arrange his work and shall place and dispose of the materials being used so as not to interfere with theoperations of the other Contractors within the limits of the same project. He shall join his work with that of others in an acceptablemanner and shall perform it in proper sequence to that of the others.

The Contracting Agency will not honor any claim for extra compensation due to delays, extra work, or extension of time causedby any other Contractors working within the limits of the same project.

105.8 CONSTRUCTION STAKES, LINES AND GRADES:

The Engineer will set construction stakes establishing lines and grades for road work, curbs, gutters, sidewalks, structures andcenterlines for utilities and necessary appurtenances as he may deem necessary, he will furnish the Contractor with all necessaryinformation relating to the lines and grades. These stakes and marks shall constitute the field control by and in accordance withwhich the Contractor shall establish other necessary controls and perform the work.

The Contractor shall perform the work in accordance with the Engineer's stakes and marks, and shall be charged with fullresponsibility for conformity and agreement of the work with such stakes and marks.

The Contractor shall be held responsible for the preservation of all stakes and marks, and if the construction stakes or marks havebeen carelessly or willfully destroyed or disturbed by the Contractor, the cost for replacing them will be charged against him andwill be deducted from the payment for the work.

The Contractor shall give notice to the Engineer not less than 2 working days in advance of when he will require survey servicesin connection with any portion of the work.

The Contractor shall set the construction stakes for buildings establishing lines, grades, and elevations to include necessary utilitiesand appurtenances and shall be responsible for their conformance with plans and specifications. The Engineer will establish ordesignate a control line or bench mark of known location and elevation for use as a reference.

105.9 DUTIES OF INSPECTOR:

The Engineer may provide the Inspector, assistants, and other field staff to assist the Engineer in observing performance of thework of the Contractor. Through onsite observations of the work in progress and field checks of materials and equipment, theInspector shall endeavor to provide further protection for the Contracting Agency against defects and deficiencies in the work ofthe Contractor; but, the furnishing of such services will not make the Inspector responsible for or give the Inspector control overconstruction means, methods, techniques, sequences, or procedures or for safety precautions or programs, or responsibility forthe Contractor's failure to perform the work in accordance with the contract documents.

Inspectors employed by the Contracting Agency will be authorized to inspect all work done and materials furnished. Suchinspection may extend to all or any part of the work and to the preparation, fabrication or manufacture of the materials to be used.The inspector will not be authorized to alter or waive the provisions of the contract. The inspector will not be authorized to issueinstructions contrary to the plans and specifications or to act as foreman for the Contractor.

The inspector will, however, have the authority to reject work or materials until any questions at issue can be referred to anddecided by the Engineer.

105.10 INSPECTION OF WORK:

Inspection of the work by the Engineer or his authorized representative shall not be considered as direct control of the individualworkman and his work. The direct control shall be solely the responsibility of the Contractor's foreman and superintendent.

The Engineer shall be permitted to inspect all materials, and each part or detail of the work at any time for the purpose ofexpediting and facilitating the progress of the work. He shall be furnished with such information and assistance by the Contractoras is required to make a complete and detailed inspection.

SECTION 105

105-5

Any work done or materials used without supervision and inspection by an authorized Contracting Agency representative maybe ordered removed and replaced at no additional cost to the Contracting Agency. Failure to reject any defective work or materialsshall not in any way prevent later rejection when such defect is discovered nor obligate the Engineer to final acceptance.

When any unit of government or political subdivision is to pay a portion of the cost of the work covered by the contract, itsrepresentatives shall have the right to inspect the work. Such inspection shall in no sense make any unit of government or politicalsubdivision a party to the contract, and shall in no way interfere with the rights of either party to the contract.

105.11 REMOVAL OF UNACCEPTABLE AND UNAUTHORIZED WORK:

Unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness or any othercause, found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptablemanner.

No work shall be done without lines and grades having been given by the Engineer. Work done contrary to the instructions of theEngineer, work done beyond the lines shown on the plans, or as given, or any extra work done without authority, will beconsidered as unauthorized and will not be paid for under the provisions of the contract. Work so done may be ordered removedor replaced at no additional cost to the Contracting Agency.

105.12 MAINTENANCE DURING CONSTRUCTION:

The Contractor shall maintain the work during construction and until the project is accepted. This maintenance shall constitutecontinuous and effective work prosecuted day by day, with adequate equipment and forces to the end so that the roadway orstructures are kept in satisfactory conditions at all times.

In the case of a contract for the placing of a course upon a course or subgrade previously constructed, the Contractor shall maintainthe previous course or subgrade during all construction operations. All cost of maintenance work during construction and beforethe project is accepted shall be included in the unit bid price on the various pay items.

105.13 FAILURE TO MAINTAIN ROADWAY OR STRUCTURE:

If the Contractor, at any time, fails to perform maintenance during construction, the Engineer will immediately notify theContractor of such noncompliance. If the Contractor fails to remedy unsatisfactory maintenance within 24 hours after receipt ofsuch notice, the Engineer may immediately proceed to maintain the project. The entire cost of this maintenance will be deductedfrom monies due or to become due the Contractor on his contract.

105.14 PARTIAL USE OR OCCUPANCY:

Should an urgent or unforeseen need occur, the Contractor agrees to let the Contracting Agency use or occupy a unit or portionof the project, such as a structure, utility service, or a section of road or pavement, prior to final acceptance.

Prior to such use or occupancy the Contracting Agency will prepare a written agreement with the Contractor and accomplish apartial acceptance inspection. The written agreement will include a revised construction schedule, responsibilities for maintenanceof the partial acceptance and continued construction of the original project to final acceptance, payments, insurance and bondrequirements.

105.15 ACCEPTANCE:

(A) Partial Acceptance: If at any time during the prosecution of the project the Contractor substantially completes a unit orportion of the project, such as a structure, utility service, or a section of road or pavement, he may request the Engineer to makefinal inspection of that work. If the Engineer finds, upon inspection, that the work has been satisfactorily completed in compliancewith the contract he may accept the work as being completed and the Contractor may be relieved of further responsibility for thatwork. Such partial acceptance shall in no way void or alter any terms of the contract.

SECTION 105

105-6

(B) Final Acceptance: Upon due notice from the Contractor of presumptive completion of the entire project, the Engineer willmake an inspection. If all construction provided for and contemplated by the contract is found completed to his satisfaction, thatinspection shall constitute the final inspection and the Engineer will make the final acceptance. The Contractor will be notifiedin writing of this acceptance as of the date of the final inspection.

If, however, the inspection discloses any work, in whole or in part, as being unsatisfactory, the Engineer will give the Contractorthe necessary instructions for correction of same, and the Contractor shall immediately comply with and execute such instructions.Upon correction of the work, another inspection will be made which shall constitute the final inspection provided the work hasbeen satisfactorily completed. In such event, the Engineer will make the final acceptance and notify the Contractor in writing ofthis acceptance as of the date of the final inspection.

SECTION 106

106-1

CONTROL OF MATERIALS

106.1 SOURCE OF MATERIALS AND QUALITY:

All construction materials to be used on the work or incorporated into the work, equipment, plant, tools, appliances or methodsto be used on the work shall be subject to the inspection and approval or rejection of the Engineer.

The materials used on the work shall meet all quality requirements of the contract. In order to expedite the inspection and testingof materials, the Contractor shall notify the Engineer of his proposed source of materials prior to delivery. At the option of theEngineer, materials may be approved at the source of supply before delivery is started. If it is found after trial that sources ofsupply for previously approved materials do not produce specified products the Contractor shall furnish materials from othersources.

Unless otherwise noted, all materials used in the project shall be new and unused. Additionally, any new materials used in thisproject that are damaged during the construction of the project and prior to final acceptance, as determined by the Engineer, shallbe replaced by the Contractor with new material at no additional cost to the Contracting Agency.

106.2 SAMPLES AND TESTS OF MATERIALS:

All materials to be incorporated in the work may be subject to sampling, testing and approval, and samples furnished shall berepresentative of the materials to be used. The Engineer may select samples, or may require that samples be delivered by theContractor to a laboratory designated by the Engineer.

The Contracting Agency will pay for the initial or normal test required by the Engineer to guard against unsuitable materials ordefective workmanship. Additional tests, required due to failure of the initial or normal test(s), shall be paid for by the Contractor.The Engineer will designate the laboratory which will accomplish the additional test(s).

The procedures and methods used to sample and test materials will be determined by the Engineer. Unless otherwise specified,samples and tests will be made in accordance with either: the Materials Testing Manual of the Contracting Agency; the standardmethods of AASHTO or ASTM, which were in effect and published at the time of advertising for bids.

The laboratory responsible for the test shall furnish at least one copy of the test results to the Contracting Agency or his designatedrepresentative, to the Contractor, and to the appropriate material supplier.

With respect to certain manufactured materials, the Engineer may permit the use of some materials prior to sampling and testingprovided they are delivered with either a certificate of compliance or analysis or both, stating that the materials comply in allrespects with the requirements of the specifications. These certificates shall be furnished in triplicate and clearly identify eachdelivery of materials to the work area. The certificates shall be signed by a person having legal authority to bind the supplier ormanufacturer.

106.3 PLANT INSPECTION:

The Engineer may undertake the inspection of materials at the source. In this event, the following conditions shall be met:

(A) The Engineer shall have the cooperation and assistance of the Contractor and the producer with whom he has contracted formaterials.

(B) The Engineer shall have full entry at all times to such parts of the plant as may concern the manufacture or production ofthe materials being furnished.

It is understood that the Contracting Agency reserves the right to retest all materials, prior to their use in the work, upon delivery.

SECTION 106

106-2

106.4 TRADE NAMES AND SUBSTITUTIONS:

Plans and specifications may contain references to equipment, materials or patented processes by manufacturer, trade name, makeor catalog number. Unless the name is followed by words indicating that no substitution is permitted, such references shall beregarded as establishing a standard of quality, finish, appearance, performance or, as indicated, a selection based uponcompatibility with existing equipment or materials.

The use of an alternate or substitute item or source may be permitted, subject to the following:

(A) No consideration will be given to a substitution prior to the award of the contract.

(B) Only substitutions submitted by the Contractor will be accepted for review. The substitution shall be submitted in writingto the Engineer.

(C) The submittal shall certify that the substitution will perform the functions and achieve the results called for by the generaldesign, be similar and of equal substance, and be suited to the same use as that specified.

(D) The submittal shall state any required changes in the contract documents to adapt the design to the proposed substitution.This will include all changes required of other contractors/subcontractors affected by the resulting changes.

(E) The submittal shall contain an itemized estimate of all costs and credits that will result directly or indirectly from theacceptance of such substitution, including costs of design, license fees, royalties, testing, Engineer's evaluation, claims of othercontractors/subcontractors, etc. Also, the submittal shall include any adjustment in the contract time created by the substitution.

(F) The Contractor, on request of the Engineer, shall submit samples or any additional information the Engineer may deemnecessary to evaluate the acceptability of the substitution. The Engineer will evaluate the information provided, perform testswhen necessary and make comparisons. The Engineer will then make the final decision as to the acceptability of the proposedsubstitution. The Contractor will be notified in writing by the Engineer as to whether his substitution has been accepted orrejected.

(G) The submittal, for purposes of review, number of copies, etc., shall follow the procedures as outlined in Section 105.2, exceptin the case of response time. If the Engineer does not respond in a timely manner, which in turn, impacts the substitution, theContractor shall continue to perform the work in accordance with the contract and the substitution will be considered rejected.Also, no adjustment in the contract time will be granted for nonacceptance of the substitution.

(H) There will be no additional costs to the Contracting Agency for the substitution. If the substitution yields a net savings inthe contract price, the amount of savings shall be divided between the Contracting Agency and the Contractor in a percentageestablished by the Contracting Agency.

(I) If the substitution is accepted and an adjustment in the contract cost and/or contract time is in order, a change order will beissued to the Contractor for the changes.

106.5 STORAGE OF MATERIALS:

The Contractor shall provide storage facilities and exercise such measures as will insure the preservation of the quality and fitnessof all materials and/or equipment to be used in the work. Stored materials and/or equipment, even though approved before storage,may again be inspected prior to their use in the work. Stored items shall be located so as to facilitate their prompt inspection. Thatportion of the right-of-way and easements not required for public travel may be used for storage purposes, when approved by theEngineer. Any additional storage area as required must be provided by the Contractor. Private property shall not be used forstorage purposes without written permission of the owner or lessee. If requested, by the Engineer, copies of such writtenpermission shall be made available.

106.6 HANDLING MATERIALS:

All materials and/or equipment shall be handled in such a manner as to preserve their quality and fitness for the work.

SECTION 106

106-3

106.7 UNACCEPTABLE MATERIALS:

All materials and/or equipment not conforming to the requirements of the specifications, whether in place or not, may be rejected.Rejected materials and/or equipment shall be removed immediately from the site of work unless otherwise permitted by theEngineer. No rejected material and/or equipment, the defects of which have been subsequently corrected, shall be used untilapproved in writing by the Engineer.

106.8 FURNISHED MATERIALS:

Materials and/or equipment, furnished by the Contracting Agency, will be delivered or made available to the Contractor asindicated in the special provisions. The cost of handling and placing shall be considered as included in the contract price for thepay item with which they are used.

The Contractor will be held responsible for all materials and/or equipment accepted by him and will make good any shortages,deficiencies and damages which may occur after such acceptance.

SECTION 107

107-1

LEGAL REGULATIONS AND RESPONSIBILITY TO PUBLIC

107.1 LAWS TO BE OBSERVED:

The Contractor shall keep fully informed of all Federal and State laws, County and City ordinances, regulations, codes and allorders and decrees of bodies or tribunals having any jurisdiction or authority, which in any way affect the conduct of the work.He shall at all times observe and comply with all such laws, ordinances, regulations, codes, orders and decrees; and shall protectand indemnify the Contracting Agency and its representatives against any claim or liability arising from or based on the violationof such, whether by himself or his employees.

The attention of the Contractors is directed to the provisions of the following sections, Arizona Revised Statutes.

(A) Arizona Revised Statutes 23-373. Contracts negotiated between public Contractors and public employers shall contain thefollowing contractual provisions:

In connection with the performance of work under this contract, the Contractor agrees not to discriminate against any employeeor applicant for employment because of race, religion, color or national origin. The aforesaid provision shall include, but not belimited to, the following: Employment, upgrading, demotion or transfer, recruitment or recruitment advertising, layoff ortermination, rates of pay or other forms of compensation, and selection for training, including apprenticeship. The Contractoragrees to post hereafter in conspicuous places, available for employees and applicants for employment, notices to be providedby the contracting officer setting forth the provision of the nondiscrimination clause.

The Contractor further agrees to insert the foregoing provision in all subcontracts, except subcontracts for standard commercialsupplies or raw materials.

(B) When Federal-aid funds are used on a project, the prevailing basic hourly wage rates and fringe benefit payments, asdetermined by the Secretary of Labor pursuant to the provisions of the Davis-Bacon Act, shall be the minimum wages paid to thedescribed classes of laborers and mechanics employed to perform the contract.

(C) Arizona Revised Statutes 40-360.22 Excavations: determining location of underground facilities; providing information. Thisstatute requires that no person shall begin excavating before the location and marking are complete or the excavator is notifiedthat marking is unnecessary and requires that upon notification, the owner of the facility shall respond as promptly as practical,but in no event later than two working days. The “Blue Stake Center” (263-1100) was formed to provide a more efficient methodof compliance with this statute.

This section is not applicable to an excavation made during an emergency which involves danger to life, health or property ifreasonable precautions are taken to protect underground facilities.

(D) Arizona Revised Statutes-40-360.23. Making excavations in careful, prudent manner: liability for negligence. This statutestates that obtaining information as required does not excuse any person making any excavation from doing so in a careful andprudent manner nor shall it excuse such persons from liability for any damage or injury resulting from his negligence.

(E) Arizona Revised Statutes-40-360.28 Civil penalty; liability. If the owner or operator fails to locate, or incorrectly locatesthe underground facility, pursuant to this article, the owner or operator becomes liable for resulting damages, costs and expensesto the injured party.

(F) Arizona Revised Statutes 32-2313. Business license; business name; branch office registration; renewal. No person,partnership, corporation or association shall engage in the business of general pest or weed control without being dulylicensed/certified by the Structural Pest Control Board.

107.2 PERMITS:

Permits, bonding and insurance requirements shall be as required by the Contracting Agency's statutes, codes, ordinances orregulations.

The Public Agency, when acting as the Contracting Agency, will attempt to obtain the required permits, but it is the duty of theContractor to determine that all necessary permits have been obtained. The Contractor shall, at his own expense, obtain all therequired permits which have not been furnished.

SECTION 107

107-2

If the permits not included in the proposal pamphlet materially affect any condition, specification, quantity, etc. contained in theproposal pamphlet, the Contracting Agency shall issue an appropriate change order pursuant to Subsection 109.4.

In all cases, the Contractor or the person supervising the authorized work shall notify the appropriate permit agency so as to insureproper inspection by the agency concerned.

107.3 PATENTED DEVICES, MATERIALS AND PROCESSES:

If the Contractor employees any design, device, material, or process covered by letters of patent or copyright, he shall providefor such use by suitable legal agreement with the patentee or owner. The Contractor and the surety shall indemnify and saveharmless the Contracting Agency, any affected third party or political subdivision from any and all claims for infringement byreason of the use of any such patented design, device, material or process, or any trademark or copyright, and shall indemnify theContracting Agency for any costs, expenses, and damages which it may be obligated to pay by reason of any infringement, at anytime during the prosecution or after the completion of the work.

107.4 ARCHAEOLOGICAL REPORTS:

Attention is directed to Sections 41-844 and 41-846 Arizona Revised Statues. In view of the above, it shall be a provision of everycontract that when archaeological features are encountered or unearthed in the excavation of material pits or of the roadway prism,or other excavation, the Contractor shall report promptly to the Director of the Arizona State Museum and the Contracting Agency.The Contractor will be allowed extra time as appropriate in accordance with the provisions of Section 108.

107.5 SAFETY, HEALTH AND SANITATION PROVISIONS:

The Contractor shall provide and maintain in a neat, sanitary condition such accommodations for the use of his employees as maybe necessary to comply with the requirements and regulations of the Arizona State Department of Health or as specified by theMaricopa County Health Department, Sanitary Code.

The Contractor shall provide all safeguards, safety devices and protective equipment and take any other needed actions, on hisown responsibility or as the Engineer may determine, reasonably necessary to protect the life and the health of employees on thejob, the safety of the public and to protect property in connection with the performance of the work covered by the contract.

Precaution shall be exercised by the Contractor at all times for the protection of persons (including employees) and property. TheContractor shall comply with the provisions of all applicable laws, pertaining to such protection including all Federal and Stateoccupational safety and health acts, and standards and regulations promulgated thereunder.

107.5.1 Asbestos Materials: If asbestos materials are encountered during any building remodeling/demolition work, theContractor shall comply fully with the Arizona Administrative Code, A.A.C. R18-2-901 and notify the Engineer. An extensionof contract time will be granted for any delay resulting from the asbestos material in accordance with Section 108.

107.5.2 Lead-Containing Paint: Paint and similar surface coating materials that contain lead compounds and in which the leadcontent exceeds 0.06 percent of the total weight of the non-volatile content of the paint or the weight of the dried paint film isdeclared a banned hazardous product and will not be used (Consumer Product Safety Act Part 1303 dated 9-1-77).

107.6 PUBLIC CONVENIENCE AND SAFETY:

The Contractor shall at all times so conduct his work as to assure the least possible obstruction to traffic and adjacent residents.The safety, convenience, and the protection of persons and property, of the general public and residents along the street, highway,and areas adjacent to the work area shall be provided for by the Contractor.

SECTION 107

107-3Revised 2003

107.6.1 Contractor's Marshaling Yard: If the Contractor or his subcontractor utilizes property outside the limits of the projectin the performance of the contract, the Contractor/subcontractor shall comply with the following:

107.6.1.1 Contractor’s Marshaling Yard when the Agency is the Contracting Party:

(A) Prior to occupying the property, the Contractor shall provide written notification as to the number and location of allproperties to be used. The notification shall specify in detail how the Contractor proposes to use each property and how heproposes to comply with (B) through (D) below. Also, the Contractor shall provide a statement, signed by the property owner(s),which gives the Contractor permission to use the property.

(B) The property(s) shall be adequately maintained to control dust, mud, trash and other pollutants from leaving the property.

(C) Work on the property(s) shall be scheduled so as to comply with the Agency Noise Ordinance.

(D) Use of the property(s) such as location of stored materials, service of equipment, etc., shall be conducted to minimize impacton adjacent properties.

(E) The Contractor shall leave the property in a condition, as determined by the Engineer, equivalent to that which existed priorto entry. In no case shall any use cause, or allow to remain, any negative impact to adjoining properties or right-of-way unlesssuch impact existed prior to the Contractors’ use.

(F) The Contractor shall obtain a written release signed and dated from each property owner after completion of use. Eachrelease shall state that, at the time of signing, the owner accepts the property in its present condition from the Contractor andrelieves the Contractor and the Agency from any or all claims for the use or damage to said property. A copy of each release shallbe submitted to the Engineer.

(G) This Subsection also applies to all levels of subcontractors who will need to obtain marshaling yards for the project, whichwill be separate from that of the Contractor. It will be the responsibility of the Contractor to obtain copies of the variousdocuments from the subcontractors, as required above, and provide them to the Engineer.

107.6.1.2 Contractor’s Marshaling Yard when the Agency is not the Contracting Party (private development, utility work,subdivision construction, etc):

All conditions will apply as in Subsection 107.6.1.1 except that the permit holder will be responsible for obtaining all documents.The permit holder will retain the documents and make them available to the Agency upon request.

107.6.2 The Contractor shall comply with the Agency Code concerning work hours and noise level during construction.

107.7 BARRICADES AND WARNING SIGNS:

The Contractor shall provide, erect, and maintain all necessary barricades, suitable and sufficient lights, danger signals, signs andother traffic control devices, and shall take all necessary precautions for the protection of the work and safety of the public. Roads,partially or fully closed to traffic, shall be protected by effective barricades, and obstructions shall be illuminated during hoursof darkness. Suitable warning signs shall be provided to properly control and direct traffic.

The Contractor shall erect warning signs in advance of any place on the project where operations may interfere with the use ofthe road by traffic, and at all intermediate points where the new work crosses or coincides with an existing road. Such warningsigns shall be constructed and erected in accordance with the Traffic Barricade Manual prepared or adopted by the ContactingAgency's Traffic Engineering Department which is hereby made a part of these specifications.

SECTION 107

107-4

107.8 USE OF EXPLOSIVES:

The use of explosives or blasting agents is controlled by the Uniform Fire Code, which is generally administered by the FireDepartment of the Agency. The Contractor shall obtain a special permit from the Agency's Fire Department for the use ofexplosives. A copy of this permit shall be delivered to the Engineer prior to the use of explosives. If the Agency does not use theUniform Fire Code or have a department for enforcement of this Code, the Contractor shall use explosives only when authorizedin writing by the Engineer. The approval by the Engineer for the use of explosives shall not relieve the Contractor from hisresponsibilities for proper use and handling of the explosives or for any and all damages resulting from their use.

Explosives shall be transported, stored, handled and used in accordance with the provisions and requirements of all applicablelaws, ordinances and regulations. Work shall be done in accordance with recommendations of the AGC Manual of AccidentPrevention in Construction, the Institute of Makers of Explosives, and the Occupational Safety and Health AdministrationRegulations (29 CFR 1926.1(U)). In addition to the applicable regulations, the Contractor shall:

(A) Exercise the utmost care not to endanger life or damage property.

(B) Furnish and erect special signs to warn the public of his blasting operations. They shall be located and maintained so as tobe clearly evident to the public during all critical periods of blasting operations.

(C) Notify each public utility company, having structures adjacent to the work, of his intention to use explosives. Such noticeshall be given sufficiently in advance to enable the companies to advise the Contractor of any precautions that should be takento protect their structures from damage.

(D) Make a survey of adjacent properties, before commencing blasting operations, locating on drawings and by photographs allexisting cracks and damages to structures. A copy shall be filed with the Engineer, including a report.

(E) Blasting shall be accomplished in such a manner that nearby buildings, structures, railways, highways, etc. will be safe fromrocks and other projectiles. Adequate blasting mats or other means of protection shall be employed when blasting in congestedarea or close proximity to any of the above improvements. Steel mats shall not be allowed within 2,000 feet of powerlines.

(F) At the time of firing, the Contractor shall station men along the road at sufficient distance from the blasting operation to flagdown any vehicles.

The Contracting Agency reserves the right to order the discontinuance of blasting operations at any time.

107.9 PROTECTION AND RESTORATION OF PROPERTY AND LANDSCAPE:

The Contractor shall be responsible for the preservation of all public and private property and shall protect carefully fromdisturbance or damage all land monuments and property marks until the Engineer has witnessed or otherwise referenced theirlocation and shall not move them until directed.

The Contractor shall be responsible for all damage or injury to property of any character, during the prosecution of the work,resulting from any act, omission, neglect, or misconduct in his manner or method of executing the work, or at any time due todefective work or materials, and said responsibility will not be released until the project shall have been completed and accepted.

When or where any direct or indirect damage or injury is done to public or private property by or on account of any act, omission,neglect, or misconduct in the execution of the work, or in consequence of the nonexecution thereof by the Contractor, he shallrestore, at no cost to the Contracting Agency, such property to a condition similar or equal to that existing before such damageor injury was done, by repairing, rebuilding, or otherwise restoring as may be directed, or he shall make good such damage orinjury in an acceptable manner. Such damage will include but not be limited to landscaped areas. The contractor shall regradethe disturbed area as directed and restore the surface material to match existing in type and quality.

When construction is within temporary construction easements, the Contractor shall restore all disturbed areas to a condition equalto or better than the existing improvements. Such restoration will include but not be limited to asphalt, walkways, fences, lights,sprinklers, landscaping, etc. In the case of landscaping, the Contractor may remove and store sod and plant material. If, in the

SECTION 107

107-5

determination of the Engineer, the sod and/or plant material did not survive the transplanting in good condition, the Contractorshall replace the sod and/or plant material to match in type and quality. Also, the Contractor may salvage any sprinkler systemmaterials, lighting materials, etc. In the event that it is not feasible to reinstall the salvaged material, new material shall beinstalled.

The Contractor shall not dump spoil or waste material on private property without first obtaining from the owner writtenpermission for such dumping. All such dumping shall be in strict conformance with the Grading and Drainage Ordinance of theContracting Agency.

Access to private property shall be maintained to keep inconvenience to the property owner to a minimum. Prior to anyconstruction in front of driveways the Contractor shall notify the property owner 24 hours in advance. Inconvenience caused byconstruction across driveways and sidewalks shall be kept to a minimum by restoring the serviceability as soon as possible. If itis necessary to leave open excavation for a long period of time, the Contractor shall provide structurally adequate steel plates tobridge the excavation.

107.10 CONTRACTOR'S RESPONSIBILITY FOR WORK:

The Contractor shall properly guard, protect, and take every precaution necessary against injury or damage to all finished orpartially finished work, by the action of the elements or from any other cause until the entire project is completed and acceptedby the Engineer. The Contractor shall rebuild, repair, restore, and make good all injuries or damages to any portion of the workbefore final acceptance at no cost to the Contracting Agency. Partial payment for completed portions of the work shall not releasethe Contractor from such responsibility.

In case of suspension of the work for any cause whatever, the Contractor shall be responsible for the project and shall take suchprecautions as may be necessary to prevent damage to the project and shall erect any necessary temporary structures, signs, orother facilities at no cost to the Contracting Agency.

107.11 CONTRACTOR'S RESPONSIBILITY FOR UTILITY PROPERTY AND SERVICES:

At points where the Contractor's operations are adjacent to properties of utility firms or other property, damage to which mightresult in considerable expense, loss, or inconvenience, work shall not commence until all arrangements necessary for the protectionthereof have been made.

The Contractor shall cooperate with the owners of any underground or overhead utilities in their removal and rearrangementoperations in order that these operations may progress in a reasonable manner, that duplication of work may be reduced to aminimum, and that services rendered by those parties will not be unnecessarily interrupted.

If any utility service is interrupted as a result of accidental breakage, the Contractor shall promptly notify the proper authority andshall cooperate with the said authority in the restoration of service. No work shall be undertaken around fire hydrants untilprovisions for continued service have been approved by the local fire authority.

The Contractor shall expose all underground utilities and structures which might interfere with the construction of the project, inorder to permit survey location prior to construction.

The Contractor shall assume full responsibility for damages to any underground facility/utility as a result of failing to obtaininformation as to its location, failing to excavate in a careful, prudent manner or failing to take measures for protection of thefacilities/utilities. The Contractor is liable to the owner of the underground facility/utility for the total cost of the repair.

107.12 FURNISHING RIGHT-OF-WAY:

The Contracting Agency will provide right-of-way and easements for all work in advance of construction. Any exceptions willbe indicated in the special provisions.

SECTION 107

107-6

107.13 PERSONAL LIABILITY OF PUBLIC OFFICIALS:

In carrying out any provisions of these specifications, or in exercising any power or authority granted to them by or within thescope of the contact, there shall be no liability upon the Contracting Agency, Engineer, or their authorized representatives, eitherpersonally or as officials of the Contracting Agency, it being understood that in all such matters they act solely as agents andrepresentatives of the Contracting Agency.

107.14 NO WAIVER OF LEGAL RIGHTS:

Upon completion of the work, the Contacting Agency will expeditiously make final inspection and notify the Contractor ofacceptance. Such final acceptance, however, shall not preclude or estop the Contracting Agency from correcting any measurement,estimate, or certificate made before or after completion of the work, nor shall the Contracting Agency be precluded or estoppedfrom recovering from the Contractor or his surety, or both, such overpayment as it may sustain, or by failure on the part of theContractor to fulfill his obligations under the contract. A waiver on the part of the Contracting Agency of any breach of any partof the contract shall not be held to be a waiver of any other or subsequent breach.

The Contractor, without prejudice to the terms of the contract and in addition to any specific remedy provided the ContractingAgency in the contract documents, shall be liable to the Contracting Agency for latent defects, fraud or such gross mistakes asmay amount to fraud, or as regards the Contracting Agency's rights under any warranty or guaranty or remedy required by law.

107-7


SECTION 108

108-1

COMMENCEMENT, PROSECUTION AND PROGRESS

108.1 NOTICE TO PROCEED:

(A) On Bond Issue and Budget Projects, neither the Contractor nor any Subcontractor shall commence work on a project priorto receipt of the written Notice to Proceed from the Contracting Agency. The Contractor shall commence work as soon aspracticable after the starting date specified in the Notice to Proceed. All work under the contract shall be completed within thenumber of calendar days stated in the proposal, plus extensions, beginning with the day following the starting date specified inthe Notice to Proceed.

(B) On Improvement District Projects, the Contractor shall commence work within 10 days from the date of execution of thecontract with the Contracting Agency. All work under the contract shall be completed within the number of calendar days statedin the proposal, plus any days extended on the contract, beginning with the day following the date of execution of the contract.The time set for completion of the project will be established by the Contracting Agency, in accordance with Arizona RevisedStatutes Section 9-683.

The Contractor shall notify the Field Engineering Inspection Section 24 hours in advance of the time and place where work willbegin and the Survey Section 2 working days in advance for staking.

108.2 SUBLETTING OF CONTRACT:

The Contractor shall not sublet, sell, transfer, assign, or otherwise dispose of the contract or contracts, or of his right, title, orinterest therein, without written consent of the Contracting Agency.

Subcontracts shall be in accordance with and the Contractor shall be bound by the following provisions:

(A) All subcontracts shall be subject to the approval of the Engineer.

(B) All subcontracts shall be in writing and shall provide that all work to be performed thereunder shall be performed inaccordance with the terms of the contract.

(C) Subcontractors shall conform to the regulations governing employment of labor.

(D) The subcontracting of any portion of the work will in no way release the Contractor of his liability under the contract andbonds.

(E) On all contracts for pipeline construction, roadway construction or roadway maintenance, the Contractor shall perform, withhis own organization, work amounting to not less than 50 percent of the total contract cost.

On other types of contracts the individual agency shall determine the percentage or waive this requirement.

108.3 CORRESPONDENCE TO THE CONTRACTOR:

A written notice, to the Contractor from the Contracting Agency, shall be considered delivered and the service thereof completed,when said notice is posted, by certified mail, to the said Contractor at his last given address, or delivered in person to theContractor or his authorized representative on the work.

108.4 CONTRACTOR'S CONSTRUCTION SCHEDULE:

The Contractor, when required, shall furnish the Engineer a construction schedule for his review. The Engineer's review of theContractor's schedule is for purposes of: 1) the Contracting Agency's staffing the project as may be required; 2) to insure generalcompliance with the contract documents as it relates to the completion of all work; and 3) to monitor and evaluate the constructionstatus for purposes of approving progress payments. In the event the schedule does not contain sufficient information to meet theabove purpose, as determined by the Engineer, the Contractor shall resubmit a new schedule with the additional informationrequested by the Engineer. The right to determine the sequence of the work is a function vested solely in the Engineer and theconstruction schedule, when established, shall not be changed without the written consent of the Engineer. The orderly procedureof all work to be performed shall be the full responsibility of the Contractor.

SECTION 108

108-2

Review of a submitted schedule by the Engineer shall in no way be construed as an affirmation or admission that the schedule isreasonable or workable which responsibilities remain the obligations of the Contractor. When the schedule shows a completionprior to the contract completion date, this extra time between the contract completion date and the scheduled completion date(float), may be used by the Contracting Agency without additional compensation to the Contractor. The Contracting Agency shallnot be liable to the Contractor for any damages for delay if the Contractor completes the work prior to expiration of the originalContract completion date or as modified by approved change orders, if any.

108.5 LIMITATION OF OPERATIONS:

The Contractor shall conduct the work at all times in such a manner and sequence that will assure the least interference with trafficand inconvenience to the public. The Engineer may require the Contractor to finish a section on which work is in progress beforework is started on any additional sections if the opening of such section is essential to public convenience.

All traffic affected by the construction will be regulated in accordance with the current Traffic Barricade Manual prepared oradopted by the Contracting Agency's Traffic Engineering Department.

Except in emergencies endangering life or property, written permission shall be obtained from the Engineer to perform any workafter regular working hours, on weekends, or legal holidays. Prior to the start of such work, the Contractor shall arrange with theEngineer for the continuous or periodical inspection of the work, surveys and tests of materials, when necessary.

If, in the opinion of the Engineer, the Contractor has fallen behind the approved progress schedule, the Contractor shall take suchsteps as may be required by the Engineer, including but not limited to, increasing the number of personnel, shifts, and/or overtimeoperations, days of work, and/or amount of construction equipment until such time as the work is back on schedule. He shall alsosubmit for approval no later than the time of submittal of the next request for partial payment, such supplementary schedule orschedules as may be deemed necessary to demonstrate the manner in which the approved rate of progress will be regained, all atno additional cost to the Contracting Agency.

108.6 CHARACTER OF WORKMEN; METHODS AND EQUIPMENT:

The Contractor shall at all times employ sufficient labor and equipment for prosecuting the several classes of work to fullcompletion in the manner and time required by the specifications.

All workmen shall be competent and have sufficient skill, knowledge and experience in their class of work and in the operationof equipment required to perform all work properly and satisfactorily.

Any person employed by the Contractor or any Subcontractor who, in the opinion of the Engineer, does not perform his work ina proper and skillful manner or is intemperate or disorderly shall, at the written request of the Engineer, be removed from the workby the Contractor or Subcontractor employing such person, and shall not be employed again in any portion of the work withoutthe approval of the Engineer. The Contractor or Subcontractor shall keep the Contracting Agency harmless from damages orclaims for compensation that may occur in the enforcement of this section.

Should the Contractor or Subcontractor fail to remove such person as required above, or fail to furnish suitable and sufficientpersonnel for the proper prosecution of the work, the Engineer may suspend the work by written notice until such orders arecomplied with.

All equipment which is proposed to be used on the work shall be of sufficient size and in such mechanical condition as to meetrequirements of the work and to produce a satisfactory quality of work. Equipment used on any portion of the project shall be suchthat it will not damage property adjacent to the work area.

When the methods and equipment to be used by the Contractor in accomplishing the construction are not prescribed, theContractor is free to use any methods or equipment that he demonstrates to the satisfaction of the Engineer will accomplish thework in conformity with the requirements of the specifications.

SECTION 108

*For Improvement District Project: The words “Superintendent of Streets” will be substituted for the word “Engineer.” Anyextension of contract time will be determined by the Superintendent of Streets with the consent of the governing body.

108-3

When the specifications state the construction shall be performed by the use of certain methods and equipment, such methods andequipment shall be used unless others are authorized by the Engineer. If the Contractor desires to use a method or type ofequipment other than those specified, he may request authority from the Engineer to do so. The request shall be in writing andshall include a full description of the methods and equipment proposed to be used and an explanation of the reasons for desiringto make the change. If approval is given, it will be on the condition that the Contractor will be fully responsible for producingconstruction work in conformity with the specifications. If, after trial use of the substituted methods or equipment, the Engineerdetermines that the work produced does not meet the specifications, the Contractor shall discontinue the use of the substitutemethod or equipment and shall complete the remaining construction with the specified methods and equipment. The Contractorshall remove the deficient work and replace it with work of specified quality, or take such other corrective action as the Engineermay direct. No change will be made in basis of payment for the construction items involved nor in contract time as result ofauthorizing a change in methods or equipment under these provisions.

108.7 DETERMINATION AND EXTENSION OF CONTRACT TIME:

The number of calendar days allowed for the completion of the work included in the contract will be as stated in the proposal andwill be known as the contract time.

When the contract time is on a calendar day basis it shall consist of the number of calendar days specified, including all weekendsand legal holidays. All calendar days elapsing between the effective dates of any written notice from the Engineer to suspend workand to resume work following suspensions, not the fault of the Contractor, shall be excluded.

When the contract completion time is a fixed calendar date it shall be the date on which all work on the project shall be completedand meet final inspection.

If the Contractor finds it impossible for reasons beyond his control to complete the work within contract time as specified or asextended, he shall immediately submit a written request to the Engineer1 for an extension of time setting forth therein the reasonswhich he believes will justify the granting of his request. The Contractor's plea that insufficient time was specified is not a validreason for extension of time. If the Engineer* finds that the work was delayed because of conditions beyond the control andthrough no fault of the Contractor, he may extend the time for completion in such amount as the conditions justify. The extendedtime for completion shall then be in full force and effect the same as though it were the original time for completion.

108.8 GUARANTEE AND WARRANTEE PROVISIONS:

The Contractor shall guarantee the work against defective workmanship or materials for a period of 1 year from the date of itsfinal acceptance under the contract, ordinary wear and tear and unusual abuse or neglect excepted.

Any omission on the part of the Engineer to condemn defective work or materials at the time of construction shall not be deemedan acceptance, and the Contractor will be required to correct defective work or materials at any time before final acceptance andwithin 1 year thereafter.

Should any defects develop within 1 year from the date of final acceptance due to faults in workmanship or materials theContractor shall, within 14 calendar days of receipt of written notice from the Contracting Agency, begin making the necessaryrepairs to the satisfaction of the Engineer. Such work shall include the repair or replacement of other work or materials damagedor affected by making the above repairs or corrective work, all at no additional cost to the Contracting Agency.

If defects develop which are determined by the Engineer to be an emergency, the Engineer shall notify the Contractor, via the mostexpeditious means, regarding the nature and condition of the defects. In turn, the Contractor shall immediately dispatch necessaryforces to correct the defect or the emergency condition. If the Contractor, in his initial action, resolves the emergency conditionbut not the defect, a letter as discussed above will follow and normal procedures for corrections will be employed. If immediateor appropriate action, satisfactory to the Engineer, is not taken by the Contractor, or if the Contractor cannot be contacted, theEngineer will deploy necessary forces to correct and/or secure the deficiency. Costs of the Engineer's action shall

SECTION 108

108-4

be paid by the Contractor and/or his bonding agency. Should it later be determined that the defects requiring such emergencyaction are not the responsibility of the Contractor, the Contractor will be paid for all costs incurred as a result of these demandsin accordance with Subsection 109.5. Such action by the Engineer will not relieve the Contractor of the guarantees required bythis section or elsewhere in the Contract Documents.

In case of work, materials, or equipment for which written warranties are required by the special provisions, the Contractor shallprovide or secure from the appropriate Subcontractor or supplier such warranties addressed to and in favor of the ContractingAgency and deliver same to the Engineer prior to final acceptance of the work. Delivery of such warranties shall not relieve theContractor from any obligation assumed under any other provisions of the contract.

The warrantees and guarantees provided in this subsection of the contract documents shall be in addition to and not in limitationof any other warrantees, guarantees or remedies required by law.

108.9 FAILURE TO COMPLETE ON TIME:

For each and every calendar day that work shall remain incompleted after the time specified for the completion of the work in theproposal, or as adjusted by the Engineer, the sum per calendar day shown in table 108-1, unless otherwise specified in the proposalform, may be deducted from monies due to or to become due to the Contractor, not as a forfeit or penalty but as liquidateddamages. This sum is fixed and agreed upon between the parties because the actual loss to the Contracting Agency and to thepublic caused by delay in completion will be impractical and extremely difficult to ascertain and determine.

Permitting the Contractor to continue and finish the work or any part of it after the time fixed for its completion, or after the dateto which the time fixed for its completion may have been extended, will in no way operate as a waiver on the part of theContracting Agency of any of its rights under the contract.

TABLE 108-1

LIQUIDATED DAMAGES

Original Contract Amount Daily Charges

FromMore Than

To andIncluding

Calendar Dayor Fixed Date

$ 0 $ 25,000 $ 210

25,000 50,000 250

50,000 100,000 280

100,000 500,000 430

500,000 1,000,000 570

1,000,000 2,000,000 710

2,000,000 5,000,000 1,070

5,000,000 10,000,000 1,420

10,000,000 — 1,780

108.10 FORFEITURE AND DEFAULT OF CONTRACT:

It is further agreed to by the Contractor that if he:

(A) Fails to begin the work under the contract within a reasonable time, or

SECTION 108

108-5

(B) Fails to perform the work with sufficient workmen and equipment or with sufficient materials to assure the promptcompletion of said work, or

(C) Performs the work unsuitably or neglects or refuses to remove materials or to perform anew such work as may be rejectedas unacceptable and unsuitable, or

(D) Discontinues the prosecution of the work, or

(E) Fails to resume work which has been discontinued within a reasonable time after notice to do so, or

(F) At any time colluded with any party or parties, or

(G) Allows any final judgment to stand against him unsatisfied for a period of 14 calendar days, or

(H) For any cause whatsoever, fails to carry on the work in an acceptable manner, the Engineer will give notice in writing to theContractor and his surety of such delay, neglect, or default, and advise them that the work must be resumed immediately.

If the Contractor or surety, within a period of 14 calendar days after such notice, has not proceeded in accordance therewith, thenthe Contracting Agency will, upon written notification from the Engineer of the fact of such delay, neglect or default and theContractor's failure to comply with such notice, have full power and authority without violating the contract, to take theprosecution of the work out of the hands of the Contractor. The Contracting Agency may appropriate or use any or all materialsand equipment on the ground as may be suitable and acceptable and may enter into an agreement for the completion of saidcontract according to the terms and provisions thereof, or use such other methods as in the opinion of the Engineer will be requiredfor the completion of said contract in an acceptable manner.

All costs and charges incurred by the Contracting Agency, together with the cost of completing the work under contract, will bededucted from any monies due or which may become due said Contractor. If such expense exceeds the sum which would havebeen payable under the contract, then the Contractor and the surety shall be liable and shall pay to the Contracting Agency theamount of such excess.

*108.11 TERMINATION OF CONTRACT

The Contracting Agency may terminate the contract or a portion thereof if conditions encountered during the progress of the workmake it impossible or impracticable to proceed with the work or a local or national emergency exists.

When contracts, or any portion thereof, are terminated before completion of all work in the contract, adjustments in the amountbid for the pay items will be made on the actual quantity of work performed and accepted, or as mutually agreed for pay itemsof work partially completed or not started. No claim for loss of anticipated profits will be considered.

Termination of the contract or any portion thereof shall not relieve the Contractor of his responsibilities for the completed worknor the surety of its obligation for and concerning any just claims arising out of the work performed.

________________________

*Not applicable to Improvement District Projects.

SECTION 109

109-1

MEASUREMENTS AND PAYMENTS

109.1 MEASUREMENT OF QUANTITIES:

All work completed under the contract will be measured by the Engineer according to United States standard measures. Themethods of measurement and computation to be used in determination of quantities of materials furnished and of work performedunder the contract will be those methods generally recognized as conforming to good engineering practice.A station, when used as a definition or term of measurement, will be 100 linear feet.

Unless otherwise specified, longitudinal measurements will be made along the grade line.

Unless otherwise specified, transverse measurements for area computations will be the neat dimensions shown on the plans orordered in writing by the Engineer.

The term ton will mean the short ton consisting of 2,000 pounds avoirdupois.

Unless otherwise specified, structures will be measured according to neat lines shown on the plans or as altered to fit fieldconditions.

In computing volumes of excavations or fill, the average end area method or other acceptable methods as determined by theEngineer will be used.

Volumes will be computed at 60°F, using ASTM D-1250 for Asphalt or ASTM D-633 for Tars.

Lumber will be measured by the thousand board foot measure actually used in the work. Measurement will be based on nominalwidths and thicknesses and the extreme length of each piece.

The term lump sum, when used as a pay item, will mean complete payment for the work described.

Sundry items which have a basis for measurement and payment herein and which are incidental to or required in the constructionof the work but are not included as items in the bid schedule shall be considered an integral part of the contract, and all labor,materials, etc. required for such items shall be furnished by the Contractor and the cost of same included in the unit price bid.

109.2 SCOPE OF PAYMENT:

Measurement and payment for pay items in the proposal will be as indicated in the applicable standard specification or in thespecial provisions.

When payment is specified to be made on the basis of weight, the weighing shall be done on certified platform scales sealed bythe State Inspector or the City Sealer of Weights and Measures as defined by Arizona Revised Statutes Sections 44-2112 and44-2116. The Contractor shall furnish the Engineer with duplicate Weighmaster's Certificates showing the actual net weightstogether with the information required by Arizona Revised Statutes Section 44-2142. The Contracting Agency will accept thecertificates as evidence of the weight delivered.

Payment for the various items in the proposal will be made at the unit price bid in the proposal, and shall be compensation in fullfor furnishing all labor, materials, equipment and appurtenances necessary to complete the work in a satisfactory manner as shownon the plans and as required in the specifications, with all connections, testing, and related work completed. Each item, fixture,piece of equipment, etc., shall be complete with all necessary connections and appurtenances, for the satisfactory use and operationof said item. No additional payment will be made for work related to any item unless specifically called for in the proposal. Thiscompensation shall also cover all risk, loss, damage or expense of whatever character arising out of the nature of the work or theprosecution thereof, subject to the provisions of Section 107.

109.3 ASSIGNMENT OF PAYMENTS:

The Contractor shall not assign payments of a contract or any portion thereof without approval of surety and written consent ofthe Contracting Agency.

SECTION 109

109-2

Claims for monies due or to become due the Contractor may be assigned to a bank, trust company, or other financing institution,and may thereafter be further assigned and reassigned to any such institution. Any such assignment or reassignment may be madeto one party as agent or trustee for two or more parties participating in such financing. Any assignment of money shall be subjectto all proper setoffs and withholdings in favor of the Contracting Agency and to all deductions provided for in these specifications.

109.4 COMPENSATION FOR ALTERATION OF WORK:

*109.4.1 By The Contracting Agency:

(A) For a decrease greater than 20 percent in either the total cost of the contract or the total cost of a major item and when areasonable cost analysis supports an increase in the pro rata share of fixed cost chargeable to this item in total, an increaseadjustment in the monies due the Contractor may be made. This adjusted compensation will not exceed 80 percent of the originallump sum contract amount or, if for a unit price item, the adjustment will not exceed 80 percent of the original extended unit bidprice. This does not apply to items labeled as contingent bid item in the bid proposal.

(B) For an increase greater than 20 percent, any adjustment made will only apply to that cost in excess of 120 percent of theoriginal bidding schedule. If either party presents a reasonable cost analysis that shows a change in the pro rata share of fixed costschargeable to this item in total, an increase or decrease adjustment will be made. This increase or decrease adjustment will bemade on such basis as is necessary to cover a reasonable estimate of cost, plus an allowance, not to exceed 15 percent, foroverhead and profit. If the parties are unable to reach an agreement, the Engineer has the authority to order the excess work doneon an actual cost basis as specified in Subsection 109.5.

(C) For either an increase or decrease in cost, no claim shall be made by the Contractor for any loss of anticipated profits.

*109.4.2 Due to Physical Conditions:

(A) If the Engineer, after his investigation of the site conditions, agrees that they materially differ from those indicated in thecontract and would cause an increase in the Contractor's bid cost of accomplishing the work, new unit bid prices or a lump sumcost (for the additional work only) may be negotiated. If the parties are unable to reach an agreement on price, the Engineer hasthe authority to order this additional work accomplished on an actual cost basis as specified in Subsection 109.5.

(B) If the Engineer, after his investigation of the site conditions, finds that these conditions do not materially differ from thoseindicated in the contract, he has the authority to order the work to be accomplished at the original bid price(s).

*109.4.3 Due to Extra Work: If the Contractor can present valid, factual evidence, satisfactory to the Engineer, that the workin question is an item not provided for in the contract as awarded then a unit bid price or lump sum cost, for this item only, maybe negotiated. If the parties are unable to reach an agreement on price or cost, the Engineer has the authority to order the extrawork accomplished on an actual cost basis as specified in Subsection 109.5.

109.4.4 Made at the Contractor's Request: Any alterations, if approved, will be a reduction in cost or at no additional cost tothe Contracting Agency.

109.4.5 Due to Failure of Contractor to Properly Maintain the Project:

(A) For any suspension of work during normal working hours due to failure of the Contractor to properly maintain the project,there will be no additional compensation or time allowed.

(B) If the Engineer provides the Contractor with a written order to provide adequate maintenance of traffic, adequate cleanup,adequate dust control or to correct deficiencies resulting from abnormal weather conditions and the Contractor fails to complyin the time frame specified, the Contracting Agency may have the work accomplished by other sources.

______________________________


SECTION 109

109-3

The Contracting Agency will deduct the cost of accomplishing the work from monies due or to become due to the Contractor.Computation of the cost will be in accordance with Subsection 109.5.4.2.

109.4.6 Allowable Mark-Ups:

Only the allowable mark-ups as defined in Subsection 109.5 shall be allowed. Additional compensation for other items shall notbe considered or allowed.

*109.5 ACTUAL COST WORK:

The compensation for actual cost work performed by the Contractor (Subcontractor) shall be determined by the Engineer in thefollowing manner.

109.5.1 Equipment: For all equipment, the use of which has been authorized by the Engineer, except for small tools and manualequipment, the Contractor will be paid in accordance with the latest Schedule of Equipment Rates used by the Arizona Departmentof Transportation.

109.5.2 Material: For all material, accepted by the Engineer and used in the work, the Contractor will be paid the actual cost ofsuch material including transportation cost, to which total cost will be added a sum equal to 15 percent thereof.

109.5.3 Labor: For all labor and for the foreman, when he is in direct charge of the operation, the Contractor will be paid:

(A) The actual wages paid plus the current percentage thereof as determined by the Arizona Department of Transportation whichis deemed to cover the Contractor's cost incurred as a result of payment imposed by State or Federal Law and payments that aremade to, or on behalf of, the workman other than the actual wage. Actual wage is defined as the required current hourly rate paidto the labor classification concerned and does not include any fringe benefits or dislocation allowances. If the Contractor is notrequired to pay fringe benefits equivalent to the Current rates published in the Federal Register, an equitable deduction will bemade from the current percentage established by the Arizona Department of Transportation.

(B) For the first $50,000 of labor cost computed under paragraph (A) above, the Contractor will be paid an amount equal to (15)fifteen percent for overhead and profit.

(C) For all labor cost computed under paragraph (A) above, in excess of $50,000 but not exceeding $100,000, the Contractorwill be paid an amount equal to (12) twelve percent for overhead and profit.

(D) For any labor cost computed under paragraph (A) above in excess of $100,000 the Contractor will be paid an amount equalto (10) ten percent for overhead and profit.

109.5.4 Work Performed by Subcontractors or Other Sources:

109.5.4.1 Work Performed by Subcontractors: If it is determined by the Engineer that portions of the Actual Cost Work to beperformed requires specialized labor or equipment not normally used by the Contractor and such work is then authorized to beperformed by a subcontractor(s), the subcontractor(s) will be paid by the Contractor in accordance with the actual cost workprocedures outlined herein. The Contractor will be paid by the Contracting Agency the full amount of the subcontract plus thefollowing percentages for administration and supervision.

(A) For the first $10,000 accumulated total of all change order work performed by subcontractors (less mark-up for overheadand profit), the Contractor will be paid an amount equal to 10 percent of the accumulated total for administration and supervision.If the accumulated total is $3,000 or less, the Contractor will be paid $300 for administration and supervision.

(B) For all change order work in excess of $10,000 accumulated total performed by subcontractors (less mark-up for overheadand profit), the Contractor will be paid an amount equal to five percent of the accumulated total for administration and supervision.

__________________________


SECTION 109

109-4 Revised 2003

109.5.4.2 Work Performed by Other Sources: If the Contracting Agency has work performed by other sources, in accordancewith Subsection 109.4.5 (B), the Contracting Agency will deduct, from monies due or to become due to the Contractor, the fullamount of the cost of accomplishing the work by other sources plus the following percentages for administration and supervision:

(A) For the first $10,000 accumulated total of work performed by other sources, the Contracting Agency will deduct an amountequal to 10 percent of the accumulated total for administration and supervision. If the accumulated total is $3,000 or less, theContracting Agency will deduct $300 for administration and supervision.

(B) For all work in excess of $10,000 accumulated total performed by other sources, the Contracting Agency will deduct anamount equal to 5 percent of the accumulated total for administration and supervision.

109.5.5 Documentation:

(A) Except in emergency situations, the Contracting Agency will not be liable for any Actual Cost Work performed by theContractor prior to written authorization by the Engineer or prior to full execution of a written agreement by all parties concerned.

(B) Payment for work performed on an actual cost basis will not be made until the Contractor has furnished the Engineer, onforms agreed to by the Contracting Agency, duplicate itemized statements of such work, including subcontractor(s) costs, detailedas follows:

(1) Name, classification, date, daily hours, total hours, rate and extension for each laborer and foreman.

(2) Designation, dates, daily hours, total hours, rental rates and extension for each unit of equipment, and machinery.

(3) Quantities of material, prices, extension and transportation cost on a daily basis. These charges shall be substantiatedby vendor invoices.

(C) The Engineer will compare his records with the statement furnished by the Contractor, resolving any differences and makingthe required adjustments. This statement when agreed upon and signed by both parties, shall be the basis of payment for the workperformed.

109.5.6 Bonds and Insurance: The Contractor shall be paid for the actual cost plus (10%) ten percent for Administrative costwhen the Contractor can provide evidence of payment for premiums on required payment and performance bonds, premiums onrailroad and/or airport extended liability insurance, and premiums for property damage and/or public liability insurance. Noduplication of payment for Contractor's costs included under Subsection 109.5.3(A) will be allowed.

109.5.7 Authority of Engineer: The Engineer is in charge of Actual Cost Work and has the authority to direct which labor andequipment will be used, to suspend operations, and to refuse to pay for any labor or equipment which he feels is not doingproductive work.

109.6 PAYMENT FOR IMPROVEMENT DISTRICT PROJECTS:

Payment to the Contractor shall be made in accordance with ARS Sections 48-523 to 48-613, both inclusive.

As soon as the Contractor has fulfilled his contract, the Superintendent of Streets shall estimate the benefits arising from the workand make assessments to cover the work performed and specified in the contract, including incidental expenses in accordance withARS Section 48-589.

The Contractor agrees to accept payment in the form of Assessments with attached Warrants and/or Improvement Bonds at therate of interest declared in the resolution of intention prepared by the Contracting Agency.

SECTION 109

109-5

*109.7 PAYMENT FOR BOND ISSUE AND BUDGET PROJECTS:

(A) Partial Payments: The Contracting Agency will make a partial payment to the Contractor on the basis of an estimate preparedby the Contractor or Engineer for work completed through the last day of the preceding calendar month. Payment will be within14 calendar days after the estimate has been certified and approved by the Engineer and received by the owner.

The Contracting Agency will retain 10 percent of all estimates as a guarantee for complete performance of the contract inaccordance with Arizona Revised Statutes Section 34-221, unless the Contractor elects to deposit securities in accordance withArizona Revised Statutes Section 34-221, Paragraph 5.

When the Contractor is fifty percent completed, one-half of the amount retained shall be paid to the Contractor provided he ismaking satisfactory progress on the contract and there is no specific cause or claim requiring a greater amount to be retained. Afterthe contract is fifty percent completed, no more than five percent of the amount of any subsequent progress payments made underthe contract will be retained providing the Contractor is making satisfactory progress on the project. Except that, if at any timethe owner determines satisfactory progress is not being made, ten percent retention shall be reinstated for all progress paymentsmade under the contract subsequent to the determination.

Any material or equipment which will become an integral part of the completed project will be considered for partial paymentin the Contractor's monthly progress payments. The intent of making partial payments is to provide the Contractor payment fordirect material or equipment purchased. The purpose is to minimize the effect of escalating costs by procuring key materials. Itis not the intent to pay for all materials but only those meeting the following conditions.

(1) A total value of all items requested for payment must be greater than $20,000. No payment will be processed until thematerial or equipment has been observed, reviewed or verified by the Contracting Agent representative. Only the materialor equipment meeting the requirements of the plans and specifications will be paid. Payment for material or equipment doesnot constitute final acceptance.

(2) Materials or equipment must be stored or stockpiled either on site, in a warehouse, or secured storage area. TheContractor assumes all responsibility for protection of these materials or equipment and shall insure them to cover loss ordamage to same without additional liability or added costs to the Agency for providing this security, insurance, and storage.

(3) The Contractor will provide access to the storage area or warehouse upon request of the Contracting Agent'srepresentative for the purpose of verifying the inventory of items paid for under this section. None of the materials orequipment paid for under this section will be removed from the storage site until incorporated into the work of the project.The storage site shall be within the general geographical area of the project.

(4) The Contractor shall provide a paid invoice and/or lien waiver for items paid for under this section. The Agency willnot pay more than the invoice price for the item or items, less retention.

(5) The Engineer may exclude individual payment requests which in the Engineer's judgement do not warrant storage andprepayment under the intent of this section.

(B) Final Payment: When the project has been accepted as provided in Section 105, and within 30 calendar days after finalinspection of the work completed under the contract, the Engineer will render to the Contracting Agency and the Contractor, afinal estimate which will show the amount of work performed and accepted under the contract. All prior estimates and partialpayments will be subject to correction in the final estimate for payment.

Within sixty (60) calendar days after final acceptance, the Contracting Agency will pay the Contractor all amounts due him underthe contract, except that before final payment will be made, the Contractor shall satisfy the Contracting Agency by affidavit thatall bills for labor and materials incorporated in the work have been paid. The Contractor's Affidavit may be obtained from theEngineering Office of the Contracting Agency.

___________________________


SECTION 109

109-6 Revised 2000

If payment will be longer than 60 days after final completion and acceptance, the owner will provide the Contractor specificwritten findings for reasons justifying the delay in payment.

The acceptance of the project and the making of the final payment shall not constitute a waiver by the Contracting Agency/Ownerof any claims arising from faulty or defective work appearing after the completion or from failure of the Contractor to comply withthe requirements of the contract documents.

109.8 PAYMENT FOR DELAY:

The procedures contained in this Subsection shall not be construed to void any provision of the contract which require notice ofdelays, provides for negotiation of other procedures for settlement or provide for liquidated damages.

109.8.1 Failure to Locate or Incorrect Location of Utilities: Arizona Revised Statutes 40-360 states “that if the owner oroperator fails to locate or incorrectly locates the underground facility, pursuant to this article, the owner or operator becomes liablefor resulting damages, costs and expense to the injured party.” The Contracting Agency will deny any claims for damages or delaysif another owner or operator is at fault.

109.8.2 Contracting Agency Delays: Arizona Revised Statutes 34-221 states “A contract for the procurement of constructionshall include a provision which provides for negotiations between the Agent and the Contractor for the recovery of damagesrelated to expenses incurred by the Contractor for a delay for which the Agent is responsible, which is unreasonable under thecircumstances and which was not within the contemplation of the parties to the contract.”

In this case, if the Contractor sustains damages which could not have been avoided by the judicious handling of forces, equipmentand plant or by reasonable revision in the Contractor's schedule of operation, the compensation for such damages will benegotiated. The Contractor shall notify the Engineer of the condition in writing by the next work day. Failure to notify the Engineerwithin this time may be just cause to reject any claims for such damages.

Compensation for such damages will be negotiated as follows:

(A) The Engineer shall be satisfied that the Contractor has made every reasonable effort to prosecute the work despite any delaysencountered or revisions in the Contractor's scheduling of work.

(B) The Compensation paid to the Contractor shall be in accordance with Section 109.

109.8.3 Extension of Contract Time: For any such delays, the contract time will be adjusted in accordance with Subsection108.7.

109.9 DOLLAR VALUE OF MAJOR ITEM:

TABLE 109-1

DOLLAR VALUE OF MAJOR ITEM

Original Contract Amount Dollar Value of Major Item

$0.00 to $1,000,000.00 $50,000 or 10% of original contract amount,whichever is less

$1,000,000.00 to $5,000,000.00 5.0% of original contract amount

$5,000,000.00 or greater $250,000.00 or 2.5% of original contract amount,whichever is greater

SECTION 110

110-1Revised 2000

NOTIFICATION OF CHANGED CONDITIONS AND DISPUTE RESOLUTION

110.1 GENERAL:

When changes are initiated by the Contracting Agency, or as a result of decisions rendered by the Agency, inaction of the Agencyor changed conditions unknown to all parties at the time of bid, the Contractor may request an adjustment to the contract amountand/or contract time. This section does not preclude the use of legal remedies in the event of claims or litigation brought by thirdparties. The procedure for this adjustment is a two step process, 1) Initial Notification and Dispute Resolution and 2)Administrative Process for Dispute Resolution, as discussed below:

110.2 INITIAL NOTIFICATION AND DISPUTE RESOLUTION:

110.2.1 Notification: As required by these Specifications or any time the Contractor believes that the action or decision of theContracting Agency, lack of action by the Contracting Agency, or for some other reason will result in or necessitate the revisionof the contract, the Engineer must be notified immediately. If within two working days the identified issue has not been resolvedbetween the Contracting Agency and the Contractor, the Contractor shall provide a written notice. At a minimum, the writtennotice shall provide a description of the nature of the issue, the time and date the problem was discovered, and if appropriate, thelocation of the issue. After initial written notice has been provided, the Engineer will proceed in accordance with Subsection104.2. In addition to proceeding in accordance with Subsection 104.2, the Contracting Agency and the Contractor must makeevery effort to resolve the issue identified in the initial notice. Only if the issue cannot be quickly resolved will it be necessaryto proceed to the next step in this subsection.

110.2.2 Dispute Resolution: Once the above process has been exhausted or within seven calendar days of the date of the initialwritten notice, whichever is sooner, the following steps will be taken:

(A) The Contractor shall provide in writing the following information to the Engineer. If known, a cost analysis may be includedwith the information.

(1) The date of occurrence and the nature and circumstances of the issue for which initial notice was given.(2) Name, title, and activity of each Contracting Agency or all other persons knowledgeable of the issue.(3) Identity of any documents and the substance of any oral communication related to the issue.(4) Basis for an assertion that the work required is a change from the original contract work or schedule.(5) Identity of particular elements of contract performance for which a change in compensation and/or time may be sought,including:

(a) Pay item(s) that have been or may be affected by the issue and any adjustments to unit price(s) that are required;(b) Labor and/or materials that will be added, deleted or wasted by the problem and what equipment will be idledor required;(c) Delay and disruption in the manner and sequence of performance that has been or will be caused;(d) Adjustments to delivery schedule(s), staging, and contract time due to the dispute and(e) Estimate of the time within which the Contracting Agency must respond to the notice to minimize cost, delay,or disruption of issue.

(6) Any other items or information germane to the dispute.(7) The Contractor’s written certification, under oath, attesting to the following:

(a) The request is made in good faith.(b) Supportive data is accurate and complete to the Contractor’s best knowledge and belief.(c) When provided, the amount requested accurately reflects the Contractor’s actual cost incurred.

In complying with this request, the Contractor shall use the Contracting Agency’s certification form.

(B) Within ten calendar days after the Contractor’s submission in accordance with the above paragraph, the Engineer willrespond in writing to the Contractor to:

(1) Confirm that a supplemental agreement is necessary and, when necessary, give appropriate direction for furtherperformance, or(2) Deny that the contract has been revised and, when necessary, direct the Contractor to proceed with the contract work,or

SECTION 110

110-2 Revised 2000

(3) Advise the Contractor that adequate information has not been submitted to decide whether (1) or (2) applies, andindicate the needed information and date it is to be received by the Engineer for further review. The Contracting Agencywill respond to such additional information within ten calendar days of receipt from the Contractor.

110.2.3 Conditions: The failure of the Contractor to comply with the requirements of this subsection constitutes a waiver ofentitlement to additional compensation or a time extension.

110.3 ADMINISTRATIVE PROCESS FOR DISPUTE RESOLUTION:

110.3.1 General: If the Contractor rejects the decision of the Engineer in Subsection 110.2.2 (B) above, the Contractor maybegin the Administration Process to resolve the dispute.

The notice provision set forth in Subsection 110.2 is a contractual obligation assumed by the Contractor in executing the contract.It is understood that the Contractor will be forever barred from recovering against the Contracting Agency if the Contractor failsto give notice of any act or failure to act, by the Engineer, or the happening of any event, thing, or occurrence, in accordance withSubsection 104.2 Alteration of Work.

The administrative process for the resolution of disputes is sequential in nature and is composed of the following levels:

Level I. (Representative reviewed by: e.g. Construction Engineer)Level II. (Representative reviewed by: e.g. Assistant County/City Engineer)Level III. (Representative reviewed by: e.g. County/City Engineer)

Note: The above stated titles may vary depending on the Contracting Agency’s organization.

These three levels of review; the specific titles; the financial authority of each: and the names of people assigned to each level shallbe provided at the preconstruction conference. The equivalent information regarding the Contractor’s organization shall also beprovided at the preconstruction conference.

Except as provided elsewhere herein, no dispute will be accorded a particular level of review unless the dispute has been reviewedat the preceding level and the Contractor rejects the decision in writing within the time period specified, or both parties agree thatthe decision for compensation is above that levels authority.

Unless specifically requested otherwise by the Contracting Agency, submission of additional information by the Contractor orEngineer, at any level of the review process shall cause the process to revert to Level I.

110.3.2 Required Information: At a minimum, the information described in Subsection 110.2 must accompany each dispute.If the following applies, it shall also be provided in addition to the information required by Subsection 110.2.

(A) If additional compensation is sought, the Contractor shall submit the exact amount sought as required by Subsection 110.2.2(A) (5) broken down into the following categories:

(1) Direct Labor(2) Direct Materials(3) Equipment(4) Job Overhead(5) General and Administrative Overhead(6) Subcontractor’s Work (broken down as 1, 2, 3 and 4 above)(7) Other categories as specified by the Contractor.

(B) If additional time is sought, the Contractor shall provide a comprehensive time impact analysis showing the delay(s) and howthey affect the critical path. The time impact analysis must include both the original and as-built critical path schedules and mustbe supported by documentation such as delivery schedules, invoices, correspondence, memoranda of telephone calls, payroll data,daily work schedules, etc. NOTE: The path of the longest duration of continuous and dependent work activities through theschedule network is identified as the Critical Path and is the minimum amount of time required to build the project as depictedby the schedule.

SECTION 110

110-3Revised 2000

(C) The Contractor shall also notify the Contracting Agency’s Level I Representative in writing that all documentation in supportof the dispute has been provided and that the administrative review process should begin. No formal action will be taken by theLevel I Representative until this written notification is received. The documentation provided to the Level I Representative shallserve as the basis for evaluating the Contractor’s position regarding the dispute throughout the administrative process.

110.3.3 Process: The Contracting Agency’s Level I Representative will render a written decision regarding the matter in disputewithin two working days of receipt of the Contractor’s notification that the dispute resolution process should begin.

The Contractor shall, upon receipt of the decision by the Level I Representative, either accept or reject the decision in writing.If the Contractor does not reject the Level I Representative’s decision within two working days of its receipt, the Contractor willbe deemed to have accepted the decision, the dispute will be considered withdrawn from the administrative process, and there willbe no further remedy.

If the Contractor rejects the decision of the Level I Representative, the dispute will be forwarded by the Level I Representativeto the Level II Representative. The Level II Representative will, within seven working days of receipt of the dispute informationfrom the Level I Representative, schedule and hold a meeting to review the dispute with the Contractor. This time limit may beextended by mutual agreement of the parties. The Level II Representative will, within seven working days of the meeting, issuea written decision, with justification, regarding the dispute.

The Contractor shall, within seven working days of receipt of the decision, either accept or reject it in writing. If the Contractordoes not reject the Level II decision within seven working days, the Contractor will be deemed to have accepted the decision andthe dispute will be considered withdrawn from the administrative process and there will be no further remedy.

If the Contractor rejects the decision of the Level II Representative, the Level II Representative will forward the dispute to theLevel III Representative. The Level III Representative will, within fourteen working days of receipt of the dispute informationfrom the Level II Representative, schedule and hold a meeting with the Contractor. This time limit may be extended by mutualagreement of the parties. The Level III Representative will, issue a written decision within fourteen working days of the meeting,with justification, regarding the dispute.

The Contractor shall, within fourteen working days of the receipt of the decision of the Level III Representative, either acceptor reject it in writing. If the Contractor does not reject the Level III Representative’s decision within fourteen working days, theContractor will be deemed to have accepted the decision, the dispute will be considered withdrawn from the administrativeprocess, and there will be no further remedy.

If the Contractor rejects the decision of the Level III Representative, there will be no further administrative review of the dispute.The resolution will then proceed as follows:

(A) Mediation: Prior to filing for arbitration or litigation, the Contractor may request non-binding mediation by filing a requestfor mediation in writing with the Engineer. If agreeable, the Engineer will then arrange for a mutually agreeable mediator. Suchrequest for mediation shall be made within thirty calendar days from the date of the Level III Representative’s decision as providedfor in this subsection.

In connection with the mediation, each party shall bear its own costs, attorney’s fees, and expert fees. Any fees and expensesassessed by the mediator shall be borne equally by the parties.

(B) Dispute Review Board/Arbitration: The decision of the Level III Representative in relation to the claim shall be final unlessthe dispute review board or arbitration is chosen as follows:

(1) Where the amount in controversy is less than or equal to the amount authorized in Subsection 110.3.4, the sole remedyshall be the Dispute Review Board as prescribed in Subsection 110.5 unless both parties mutually agree to utilize arbitrationas prescribed in Subsection 110.4.

(2) Where the amount in controversy is more than authorized in Subsection 110.3.4, the Contractor reserves the right toinitiate litigation pursuant to Section 12-821 et seq. of the Arizona Revised Statutes, or if mutually agreed upon, the partiesmay choose to resolve the controversy utilizing either the Dispute Review Board as prescribed in Subsection 110.5 orArbitration as prescribed in Subsection 110.4.

SECTION 110

110-4 Revised 2000

110.3.4 Amount of Dispute: For the purposes of this subsection, the amount in controversy may not exceed $200,000.00. Aclaim for adjustment in compensation shall mean an aggregate of operative facts giving rise to the rights of the party for whichit is seeking to enforce. That is to say, a claim under this subsection is defined as the event, transaction or set of facts that giverise to a claim for compensation, costs, expenses or damages.

In making a determination whether the amount in controversy is $200,000.00 or less, the parties shall not consider, quantify ortake into account any requested extensions of contract time, or the release or remission of liquidated damages assessed or accruedprior to the dispute in question, under Subsection 108.7 and 108.9 of the Specifications.

Any party having a claim, adjustment or dispute for an amount in excess of $200,000.00 may waive or abandon the dollar amountof any such claim in excess of $200,000.00 so as to bring the claim, adjustment or dispute within the scope and coverage of thissubsection, provided that the amount allowed to any such party by the arbitration award shall not exceed $200,000.00. Variousdamages claimed by the party for a single claim may not be divided into separate proceedings to create claims within the$200,000.00 limit.

110.4 ARBITRATION:

If the parties mutually agree to pursue arbitration as prescribed in Subsection 110.3.3, then a Demand for Arbitration shall be filedin writing with the American Arbitration Association or United States Arbitration and Mediation of Arizona, and a copy servedthereof upon the Level III Representative or Contractor, whichever applicable. Such Demand for Arbitration shall be made bythe party within thirty calendar days of the date of the Level III Representative’s decision as provided for in Section 110.3 above,unless a mediation process is already underway, in which case the Demand for Arbitration shall be made within thirty days of thetermination of the mediation process. The scope of the arbitration proceeding shall be restricted and limited to the mattersoriginally presented to the Level III Representative for decision or determination and shall include no other matters. All arbitrationof claims shall be conducted in Phoenix, Arizona or other mutually selected location in accordance with the rules of the arbitrationservice hearing the dispute.

The claim shall be submitted to a single arbitrator who shall be selected by the parties from a list of arbitrators furnished by thearbitration service. Each party shall alternately strike names from the list until only one name remains. The person whose namethus remains on the list of arbitrators is their first choice, but if that person is not available to serve, the two persons whose nameswere last stricken are acceptable, with the one whose name was last stricken being the first alternate.

Unless agreed to otherwise, the parties shall select the arbitrator within ten calendar days after each has received a copy of thelist of arbitrators.

Each party to the arbitration shall bear its own costs, attorney fees and expert fees. Any other costs and fees assessed by thearbitration service shall be divided equally between the parties to the arbitration.

The decision or award of the arbitrator shall be supported by substantial evidence and, in writing, contain the basis for the decisionor award and findings of fact. The decision or award by the arbitrator when made shall be final and nonappealable except asprovided in Section 12-1512, Arizona Revised Statutes. Both parties to the Contract shall be bound by the Arbitration Awardfor all purposes and judgement may be entered upon it in accordance with applicable law in the Superior Court of Arizona.

110.5 DISPUTE REVIEW BOARD:

If the Dispute Review Board is utilized as prescribed in Subsection 110.3.3, the Engineer shall be notified within thirty days afterthe Level III Representative decision. The Dispute Review Board is a three member board independent of the parties involvedin the issue. The Agency and Contractor shall each select a member for this board. The third member shall be a mutually agreedupon independent member. This Review Board must be selected within fourteen calendar days after notice to the Level IIIRepresentative. Each member shall agree to impartially serve the Agency and Contractor. Fees and expenses of Board Membersare to be shared equally by Agency and Contractor. The Dispute Review Board shall meet within thirty days of the selection ofthe board, unless, by mutual agreement, another date is selected. The scope of the Dispute Review Board shall be restricted andlimited to the matters originally presented to the Level III Representative for decision or determination and shall include no othermatters. The Board shall consider and evaluate the dispute and render a written decision that assigns

SECTION 110

110-5Revised 2000

financial responsibilities and allocates adjustments in the contact time, if applicable, within seven calendar days after the meeting.The decision of the dispute Review Board will be final.

110.6 FINAL DOCUMENTATION AND PAYMENT:

If at any step in the process a dispute is resolved, the Contractor must sign a supplemental agreement setting forth the resolutionof the dispute and including an unconditional release as to any and all matters arising from the dispute. In addition, when theagreement results in a change in contract amount and/or time, a change order shall be prepared by the Contracting Agency for saidchanges and signed by both parties within 30 days from the date of the agreement. Payment of the change order will be made tothe appropriate party(s) in accordance with Section 109.

Revised 2000

PART 200

EARTHWORK

Section Title

201 Clearing and Grubbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201-1

205 Roadway Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1

206 Structure Excavation and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1

210 Borrow Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 210-1

211 Fill Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211-1

215 Earthwork for Open Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-1

220 Riprap Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1

225 Watering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 225-1

230 Dust Palliative Application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230-1

This Page Is Reserved For Future Use

SECTION 201

201-1 Revised 1999

CLEARING AND GRUBBING

201.1 DESCRIPTION:

This work shall consist of removing objectionable material from the right-of-way, easements and such other areas as may bespecified in the special provisions. Clearing and grubbing shall be performed in advance of grading operations.

201.2 PRESERVATION OF PROPERTY:

Existing improvements, adjacent property, utilities and other facilities, and trees and plants not to be removed, shall be protectedfrom injury or damage resulting from the Contractor's operations, see Section 107.

201.3 CONSTRUCTION METHODS:

The construction site and areas on each side of the roadway from centerline to the toe of an embankment, the top of a cut slope,the slope rounding limit or to a line 10 feet outside the edge of the surfaced area, whichever is greater, but not beyond the limitsof the right-of-way, shall be cleared of all trees, stumps, brush, roots, rubbish, debris and other objectionable matter, except asfollows.

All trees and shrubs found suitable for improvement and beautification, which will not interfere with excavation or embankmentor cause disintegration of the improvements shall not be disturbed. In any event, the Contractor shall avoid, as far as practicable,injury to shrubbery, vines, plants, grasses and other vegetation growing outside of the clearing limits. The dragging and the pilingof materials of various kinds and the performing of other work which may be injurious to vegetation shall, insofar as practicable,be confined to areas which have no vegetation or which will be covered by embankment or disturbed by excavation during gradingoperations.

For the full width of all water courses within the right-of-way lines, no stump, root or other obstruction shall be left higher thanthe natural stream bed.

From excavated areas, all stumps, roots and other obstructions 3 inches or over in diameter shall be grubbed to a depth of not lessthan 18 inches below finish grade.

In embankment areas or other areas to be cleared outside the road prism slope lines, all stumps, roots and other obstructions shallnot be left higher than specified in Table 201-1.

TABLE 201-1

EMBANKMENT CLEARING AND GRUBBING

Height of EmbankmentOver Stump

Height of Clearingand Grubbing

0 Feet to 2 Feet All stumps or roots 6 inches or over in diameter shall be grubbed to 18inches below original grade. All others shall be cut flush with the ground.

2 Feet to 3 Feet All stumps 1 foot and over in diameter shall be grubbed to 18 inchesbelow original grade. All others shall be cut flush with the ground.

Over 3 Feet No stumps shall be left higher than the stump top diameter, and in no casemore than 18 inches.

Cavities left below subgrade elevation by removal of stumps or roots shall be carefully backfilled and compacted.

Tree branches extending over the roadway, which hang within 12 feet of the profile grade or that restrict sight distance shall becut off close to the trunk or stem of the tree in a neat and workmanlike manner. The Contractor shall remove additional treebranches under the direction of the Engineer, in such a manner that the tree will present a balanced appearance. Scars resultingfrom the removal of branches shall be treated with a heavy coat of an approved tree sealant.

SECTION 201

201-2

All tree trunks, stumps, brush, limbs, roots, vegetation and other debris removed in clearing and grubbing shall be removed tolocations outside of and out of sight of the right-of-way, or otherwise disposed of so as to leave the construction site and adjacentareas in a neat and finished condition, free from unsightly debris.

201.4 REMOVAL AND DISPOSAL OF SALVAGEABLE ITEMS:

Items and materials of salvage value as determined by the Engineer, unless incorporated in the new work, shall remain the propertyof the Contracting Agency and shall be storaged in adjacent areas as directed by the Engineer. Such items and materials shall becarefully removed and in such a manner as to permit reuse.

201.5 PAYMENT, CLEARING AND GRUBBING:

Unless otherwise provided in the special provisions or bid proposal, no payment will be made for clearing and grubbing as such;the cost thereof shall be included in the bid price for the construction or installation of the items to which said clearing andgrubbing are incidental or appurtenant.

201.6 MEASUREMENT, REMOVAL AND DISPOSAL OF TREES:

If the proposal includes separate estimates of quantities for the removal of trees, the tree will be classified by size as follows:

(A) Trees 12 inches or less in diameter at 1-foot above the original ground surface will be included in the bid price for clearingand grubbing or excavation and no additional compensation will be allowed therefore.

(B) Trees more than 12 inches in diameter at 1-foot above the original ground will be included as separate bid item and paymentwill be made at the unit bid price quoted in the proposal.

201.7 PAYMENT, REMOVAL AND DISPOSAL OF TREES:

Payment for removal of trees will be on a unit price for each tree measured and removed, in accordance with the aboveclassifications, at the unit price stipulated in the proposal.

SECTION 205

205-1

ROADWAY EXCAVATION

205.1 DESCRIPTION:

Roadway excavation shall consist of excavation involved in the grading and construction of roadways, except structure excavation,trench excavation and any other excavation separately designated.

205.2 UNSUITABLE MATERIAL:

Material shall be considered unsuitable for fill, subgrade, shoulders and other uses if it contains organic matter, soft spongy earth,or other matter of such nature that compaction to the specified density is unobtainable.

Material that is unsuitable for the intended use, shall be excavated and removed from the site or otherwise disposed of as directedby the Engineer.

The removal and disposal of such unsuitable material will be paid for as roadway excavation.

205.3 OVERSHOOTING:

Material outside the authorized cross section which may be shattered or loosened because of blasting shall be removed by theContractor at no additional cost to the Contracting Agency. The Contractor shall discontinue any method of blasting which in theopinion of the Engineer leads to excessive overshooting or is dangerous to the public or destructive to property or to naturalfeatures.

205.4 SLIDES AND SLIPOUTS:

Material outside the planned roadway or ditch slopes which in the opinion of the Engineer is unstable and constitutes potentialslides, material which has come into the roadway or ditch, and material which has slipped out of new or old embankments shallbe excavated to designated lines or slopes either by benching or in such manner as directed by the Engineer. Such material shallbe used in the construction of the embankments or disposed of as directed by the Engineer.

The removal and disposal of slide and slipout material as specified above, not resulting from overshooting as specified above,will be paid for at the contract prices for roadway excavation; however, if due to the character of the work, the removal anddisposal of such material is not properly compensable at the contract prices for roadway excavation, the work may be paid for asextra work provided the Contractor requests in writing such payment prior to performing any such work.

Only those quantities of slide or slipout material which are actually removed as ordered by the Engineer will be paid for.

205.5 SLOPES:

Excavation slopes shall be finished in conformance with the lines and grades shown on the plans. Debris and loose material shallbe removed. When completed, the average plane of the slopes shall conform to the slopes indicated on the plans and no point onthe completed slopes shall vary from the designated plane by more than 6 inches measured at right angles to the slope, exceptwhere excavation is in rock no point shall vary more than 2 feet from the designated plane of the slope. In no case shall any portionof the slope encroach on the roadbed.

Tops of excavation slopes and ends of excavations shall be rounded as shown on the plans and these quantities will not be includedin the quantities of excavation to be paid for. This work will be considered as a part of finishing slopes and no additionalcompensation will be allowed therefore.

Embankment slopes shall be finished in conformance with lines and grades shown on the plans. When completed the average planeof slopes shall conform to slopes indicated on the plans and no point on the completed slopes shall vary from the designated planeby more than 6 inches measured at right angles to the slope.

SECTION 205

205-2

205.6 SURPLUS MATERIAL:

Unless otherwise shown on the plans, specified in the special provisions, or approved by the Engineer, no surplus excavatedmaterial shall be disposed of within the right-of-way. The Contractor shall make all arrangements for disposal of the material atoff-site locations as may be approved by the Engineer, and shall upon request file with the Engineer the written consent of theowner of the property upon which he intends to dispose of such material.

If the quantity of surplus material is shown on the plans or specified in the special provisions, the quantity shown or specified isapproximate only. The Contractor shall satisfy himself that there is sufficient material available for the completion of theembankments before disposing of any indicated surplus material inside or outside the right-of-way. Any shortage of materialcaused by premature disposal of surplus material by the Contractor, shall be replaced by him and no compensation will be allowedthe Contractor for such replacement.

205.7 MEASUREMENT:

The following earthwork operations will be measured as roadway excavation for the quantities of material involved.

Excavating the roadway prism including public and private road approaches, connections and driveways; excavating unsuitablematerial when shown on the plans or specified in the special provisions; excavating slides and slipouts not resulting fromovershooting; excavating surplus material; excavating selected material and topsoil from within the limits of project and removingsuch materials from stockpiles when stockpiling is ordered; excavating ditches and excavating borrow.

The Engineer will compute the quantities of material excavated by a method which in his opinion is best suited to obtain anaccurate determination.

Excavation in excess of the planned or authorized cross section will not be paid for, except as provided above. The Contractorshall backfill and compact unauthorized excavated areas to the original ground elevation of authorized section at no additionalcost to the Contracting Agency.

Material resulting from excavating ditches or channels may be used to construct roadway embankments, dikes, or for otherpurposes, or disposed of, as directed by the Engineer.

Care shall be exercised to prevent excavating below the grade for the bottom of the ditch and areas excavated below grade shallbe filled with suitable material and compacted by the Contractor at no additional cost to the Contracting Agency.

205.8 PAYMENT:

Quantities of roadway excavation will be paid for at the contract unit price per cubic yard. Such price shall include excavating,sloping, rounding tops and ends of excavations, loading, depositing, conditioning, spreading, and compacting the materialcomplete in place and disposal of surplus material.

When the proposal does not include a pay item for roadway excavation the cost thereof shall be considered as being included inthe price bid for the construction or installation of the items to which such roadway excavation is incidental or appurtenant.

SECTION 206

206-1 Revised 1999

STRUCTURE EXCAVATION AND BACKFILL

206.1 DESCRIPTION:

Structure excavation shall consist of the removal of material for the construction of foundations for bridges, manholes, retainingwalls, box culverts, head walls for culverts, and other structures, and other excavation designated on the plans or in thesespecifications or in the special provisions as structure excavation.

Structure backfill shall consist of furnishing material, if necessary, and placing and compacting backfill material around structuresto the lines designated on the plans or specified or directed by the Engineer.

Structure excavation and structure backfill shall include the furnishing of all materials and equipment and the providing of otherfacilities which may be necessary to perform the excavations and place and compact the backfill, and the subsequent removal ofthese facilities, except where they are required or permitted by the plans, special provisions or Engineer to remain in place.

206.2 FOUNDATION MATERIAL TREATMENT:

When footing concrete or masonry is to rest upon rock, the rock shall be fully uncovered and the surface thereof shall be removedto a depth sufficient to expose sound rock. The rock shall be roughly leveled off or cut to approximate horizontal and verticalsteps, and shall be roughened. Seams in the rock shall be grouted under pressure or treated as the Engineer may direct and the costthereof will be paid for as extra work.

When no piles are used and footing concrete or masonry is to rest on an excavated surface other than rock, care shall be taken notto disturb the bottom of the excavation and final removal of the foundation material to grade shall not be made until just beforethe concrete or masonry is placed. Except when over-excavation is directed by the Engineer, excavation below grade shall bereplaced with the same class of concrete specified for the structure or with 1 1/2 sack controlled low strength material as specifiedin Section 728. When the replacement material is structural concrete, the material shall be placed at the same time as the structurematerial, placement of the material shall be per Section 604 which will require a time lag between the material and the structuralconcrete. The placement of the additional material shall be at no cost to the Agency.

The excavation for structures shall be completed to the bottom of the footings before any piles are driven therein, and excessmaterial remaining in the excavation after pile driving shall be removed to the elevation of the bottom of the footings.

When piles are used and ground displacement results from pile driving operations, the Contractor shall at his expense excavateor backfill the footing area to the grade of the bottom of the footing as shown on the plans with structure backfill material.

206.3 INSPECTION:

When any structure excavation is completed, the Contractor shall notify the Engineer who will make an inspection of theexcavation. No concrete or masonry shall be placed until the excavation has been approved by the Engineer.

206.4 STRUCTURE BACKFILL:

Backfilling operations shall conform to the following requirements: Structure backfill shall not be placed until the structurefootings or other portions of the structure or facility have been inspected by the Engineer and approved for backfilling. No backfillmaterial shall be deposited against the back of concrete abutments, concrete retaining walls, or the outside walls of cast-in-placeconcrete box culverts until the concrete has developed a strength of not less than 2500 psi in compression as specified in Section725.

All structural backfill in any existing or proposed street and where any portion of the backfill is within 2 feet of the surface shallbe compacted to the minimum density specified in Table 601-2, for Type I or shall be filled with 1/2 sack or 1 sack controlledlow strength material as specified in Sections 604 and 728. All other structural backfill shall be compacted to the minimumdensity specified in Table 601-2, for Type II or Type III or shall be filled with 1/2 sack or 1 sack controlled low strength materialas specified in Sections 604 and 728.

SECTION 206

206-2

206.5 PAYMENT:

Unless otherwise provided in the special provisions or proposal, no payment will be made for structure excavation and backfillas such; the cost thereof shall be included in the price bid for the construction or installation of the items to which such excavationand backfill are incidental or appurtenant.

SECTION 210

210-1

BORROW EXCAVATION

210.1 LOCAL BORROW:

Local borrow shall consist of material excavated and used in the construction of fills or for use as selected material or for otherconstruction purposes. Local borrow shall be obtained by widening cuts or by excavating from other sources outside the plannedor authorized cross section within the right-of-way and within the limits of the project. Local borrow shall be excavated to the linesand grades established by the Engineer.

210.2 IMPORTED BORROW:

Imported borrow shall consist of material required for construction and unless otherwise designated in the special provisions, theContractor shall make his own arrangements for obtaining imported borrow and he shall pay all costs involved. Imported borrowshall be obtained from sources indicated on the plans, designated in the special provisions, or approved by the Engineer.

The material shall be free from wood, vegetation, or other deleterious matter. The maximum size of this material shall not begreater than 2/3 the compacted thickness of the course placed in the subgrade.

The Contractor shall notify the Engineer sufficiently in advance of opening any material sites so that cross section elevations andmeasurements of the ground surface after stripping may be taken and sufficient time for testing and material will be allowed.

Borrow pits shall be excavated to regular lines to permit accurate measurement; depth of excavation throughout the area of borrowpits shall be as uniform as practicable and the side slope shall be dressed to such slope as may be directed, leaving the borrow pitarea in a clean and safe condition.

210.3 PLACING AND COMPACTING:

Local borrow and imported borrow shall be placed and compacted as specified in Section 211.

The Contractor shall satisfy himself that there is sufficient space available in fill locations for placing any excavated material,before placing borrow. Any excess excavation which develops as a result of placing borrow in advance of completing excavationsshall be disposed of by the Contractor at no additional cost to the Contracting Agency in accordance with the provisions in Section205 and a corresponding reduction in the quantity of borrow to be paid for will be made, for which the Contractor will have noclaim for compensation.

210.4 MEASUREMENT:

Quantities of borrow will be measured as specified for roadway excavation in Section 205.

Material excavated at the borrow site and not used on the work will be deducted from the computed quantities and will not be paidfor.

210.5 PAYMENT:

Quantities of borrow excavation will be paid for at the contract unit price per cubic yard. Such price shall include excavating,sloping and cleaning of borrow area, hauling, depositing, spreading and compacting the material complete in place, and disposalof surplus material, unless an alternate basis of payment is stipulated in the proposal.

SECTION 211

211-1

FILL CONSTRUCTION

211.1 DESCRIPTION:

Fill construction shall consist of constructing embankments except as may otherwise be specified, including the preparation ofthe areas upon which they are to be placed; the construction of dikes; the placing and compacting of approved material withinareas where unsuitable material has been removed; and the placing and compacting of material in holes, pits, and otherdepressions.

211.2 PLACING:

Rocks, broken concrete, or other solid material, which are larger than 4 inches in greatest dimension shall not be placed in fillareas where piles are to be placed or driven.

When fill is to be made and compacted on hillsides or where new fill is to be compacted against existing fill or where embankmentis built 1/2 width at a time, the slopes of original hillsides and old or new fills shall be benched a minimum of 4 feet horizontallyas the fill is placed. A new bench shall be started where ever the vertical cut of the next lower bench intersects the existing ground.Material thus cut out shall be recompacted along with the new embankment material by the Contractor at no additional cost tothe Contracting Agency, unless the width of the bench required exceeds 4 feet, in which case the excavated material in excess of4 feet will be measured and paid for as excavation.

Clods or hard lumps of earth of 6 inches in greatest dimension shall be broken up before compacting the material in embankment,except as provided in the following paragraph:

When the fill material includes large rocky material, or hard lumps, such as hardpan or cemented gravel which cannot be brokenreadily, such material shall be well distributed throughout the fill. Sufficient earth or other fine material shall be placed aroundthe larger material as it is deposited so as to fill the interstices and produce a dense, compact fill. However, such material shallnot be placed within 2 feet of the finished grade of the fill.

211.3 COMPACTING:

Fill shall be constructed in compacted layers of uniform thickness and each layer shall be compacted in accordance with therequirements herein specified with the following exception.

Where fills are to be constructed across low, swampy ground which will not support the weight of hauling equipment, the lowerpart of the embankment may be constructed by dumping successive loads of suitable materials in a uniformly distributed layerof thickness not greater than that necessary to support the equipment while placing subsequent layers, after which the remainderof the embankment shall be constructed in layers and compacted as specified.

Unless specified herein, or in the special provisions, the construction of dikes, the placing and compacting of approved materialwithin the right-of-way where unsuitable material has been removed, and the filling of holes, pits and other depressions withinthe right-of-way, shall conform to all of the requirements herein specified for compacting fills. Trenches, holes, depressions andpits outside of areas where fills are to be constructed shall be graded to provide a presentable and well-drained area.

Areas over which fills are to be placed shall be cleared and scarified to a depth of 6 inches to provide a bond between the existingground and the material to be deposited thereon. Unless otherwise specified, the original ground area upon which fills are to beconstructed shall be compacted to a uniform density of not less than 95 percent.

The loose thickness off each layer of fill material before compacting shall not exceed 8 inches, except as provided in the followingparagraph for rocky material. Each layer shall be compacted in accordance with the following requirements to a uniform densityof not less than 90 percent, except that where a new or widened roadway and appurtenances are required, density of the upper 2feet and when the fill is within 2 feet of the above shall be not less than 95 percent.

SECTION 211

211-2

When fill material contains by volume over 25 percent of rock larger than 6 inches in greatest dimension, the fill below a plane3 feet below finished grade may be constructed in layers of a loose thickness before compaction not exceeding the maximum sizeof rock in the material but not exceeding 3 feet in thickness.

The interstices around the rock in each layer shall be filled with earth or other fine material and compacted. Broken portlandcement concrete and bituminous type pavement obtained from the project excavations will be permitted in the fill with thefollowing limitation:

(A) The maximum dimension of any piece used shall be 6 inches.

(B) Pieces larger than 4 inches shall not be placed within 12 inches of any structure.

(C) Pieces larger than 2 1/2 inches shall not be placed within 12 inches of the subgrade for paving.

(D) Nesting of pieces will not be permitted.

At the time of compaction, the moisture content of fill material shall be such that the specified relative compaction will be obtainedand the fill be firm and unyielding. Fill material which contains excessive moisture shall not be compacted until the material isdry enough to obtain the required relative compaction. Full compensation for any additional work involved in drying fill materialto the required moisture content shall be considered as included in the contract price paid and no additional compensation willbe allowed therefore.

Embankments shall be constructed so that each layer shall have a cross fall of at least 2 percent but no more than 5 percent.

211.4 TESTS:

Unless otherwise provided in the plans or special provisions the fill shall be thoroughly compacted to not less than the stateddensities when tested and determined by AASHTO T-99, Method A, and T-191 or ASTM D-2922 and D-3017 with the percentof density adjusted in accordance with the rock correction procedure for maximum density determination, standard detail, tocompensate for the rock content larger than that which will pass a No. 4 sieve.

211.5 MEASUREMENT:

The quantities of fill construction used to construct embankments or dikes will be those of the complete bid item, in place, withinthe limits of dimensions shown on the plans.

The Engineer will compute the quantities of fill by a method which in his opinion is best suited to obtain an accuratedetermination.

211.6 PAYMENT:

Quantities of fill construction will be paid for at the contract unit price per cubic yard of fill as stipulated in the proposal. Suchprice shall include placing and compaction and all related work as specified above, unless an alternate basis of payment isstipulated in the proposal.

Unless otherwise provided in the special provisions, no payment will be made for fill construction to replace unsuitable materialor for fill for holes, pits, and other depressions. The cost thereof shall be included in the price bid for the construction of the itemsto which such fill is incidental or appurtenant.

SECTION 215

215-1

EARTHWORK FOR OPEN CHANNELS

215.1 DESCRIPTION:

Earthwork for open channels shall consist of clearing, stripping, excavation, fill, backfill, grading and disposal of excavated andremoved material.

Open channels for the purpose of this section shall mean open rectangular concrete channels and lined or unlined trapezoidalchannels.

215.2 STRIPPING:

When stripping is indicated on the plans or specified in the special provisions, the Contractor shall strip the soil from thedesignated areas to the depths shown or specified or as directed by the Engineer.

The material obtained from stripping operations shall be disposed of away from the site unless otherwise specified, shown on theplans or authorized by the Engineer.

Soil loosened below the stripping depth specified or designated by the Engineer, shall be compacted. Soil removed below strippingdepth shall be replaced with approved material and compacted up to the designated grade. All such filling and compacting shallbe done by the Contractor at no additional cost to the Contracting Agency.

215.3 EXCAVATION:

Excavation in open cut for lined channels may be made so as to place concrete directly against the excavated surfaces providingthe faces of the excavation are firm and unyielding; are such as will stand or can be made to stand without sloughing and are, atall points outside the concrete lines shown on the plans.

Excavation to provide a subgrade for lined channels, or subdrainage material, shall be to the lines indicated on the plans; and,excavation made below subgrade shall be backfilled and compacted to a uniform density of not less than 90 percent or, if approvedby the Engineer, with concrete or other materials being placed. However, no payment will be made for such over-excavation ormaterial used for such backfill.

Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interferingobjects, the voids remaining after the removal of such boulders or interfering objects shall be backfilled as specified below, oras otherwise approved by the Engineer.

(A) When the void is below the subgrade for reinforced concrete channel, it shall be filled with suitable material, as approvedby the Engineer, and compacted to a uniform density of not less than 90 percent. With the approval of the Engineer, concrete ofthe same mix as used in the concrete channel, may be used.

(B) When the void is in the side of the excavation, it shall be filled with suitable material as approved by the Engineer, placedin the manner and to the same uniform density as the backfill in the vicinity of the void. With the approval of the Engineer,concrete of the same mix as used in the concrete channel may be used. If concrete is placed prior to lining, a lower grade concretemay be used only if approved by the Engineer.

It shall be understood that the removal of boulders or other interfering objects and the backfilling of voids caused by suchremovals shall be done by the Contractor at no additional cost to the Contracting Agency. The cost of such work shall be includedin the prices bid for the various items of work.

If during the progress of excavation, material is encountered, which, in the opinion of the Engineer, is unsuitable for subgrade forthe channel to be constructed on, the Engineer may direct the Contractor to excavate beyond the pay lines shown on the plans.However, the suitability of subgrade shall be determined by the Engineer on the basis of its ability to withstand the load of theproposed channel and not upon the capacity to withstand the loads which may be placed upon it by the Contractor's equipment.Should the Contractor be directed to excavate beyond the pay lines shown on the plans, said pay lines will be extended to includesuch ordered excavation; and the pay lines for subdrainage material, if used, will be adjusted accordingly.

SECTION 215

215-2

Materials used or work performed by the Contractor, to stabilize the subgrade so it will withstand loads which may be placed uponit by his equipment shall be accomplished by the Contractor at no additional cost to the Contracting Agency.

215.4 FILL AND BACKFILL:

Unless otherwise specified in the special provisions, material obtained from the project excavations may be presumed to besuitable for use as fill or backfill provided that all organic material, rubbish, debris, and other objectionable material is firstremoved. However, stone, broken portland cement concrete and bituminous type pavement obtained from the project excavationswill be permitted in the backfill or fill with the limitations as specified in Section 211.

Unless otherwise specified in the special provisions, the density of fills and backfills shall be at least 90 percent.

215.5 GRADING:

Grading of unlined channels, levees and access roads shall conform to the following tolerances:

(A) A vertical tolerance of none above and 3 inches below the specified grade will be allowed on:

(1) Channel bottom

(2) Channel side slopes in both cut and fill

(3) Levee and access road side slopes in cut

(B) A vertical tolerance of none below and 3 inches above the specified grade will be allowed on:

(1) Top surface of levee and access road in both cut and fill

(2) Levee and access road side slopes in fill

Regardless of the construction tolerances specified, excavation and grading shall be performed so that finished surfaces are inuniform planes with no abrupt breaks in the surface.

Construction tolerances specified above for grading are solely for purposes of field control.

215.6 TESTS:

Density tests shall be made in accordance with Section 211.

215.7 MEASUREMENT:

If compensation for stripping is included in the price paid for other items of work the Contractor shall notify the Engineersufficiently in advance of excavation or other work so that cross section elevations and measurements of the ground surface maybe taken upon completion of stripping.

The Engineer will compute the quantity of excavation by a method which in his opinion is best suited to obtain an accuratedetermination.

215.8 PAYMENT:

Earthwork for open channels will be paid for on a lump sum basis or at the contract unit price per cubic yard of excavation asstipulated in the proposal. Such price shall include clearing, stripping, excavation, fill, backfill, compaction, grading, hauling,removal and disposal of excess excavated material and debris unless an alternate method of payment is stipulated in the proposal.

SECTION 220

220-1

RIPRAP CONSTRUCTION

220.1 DESCRIPTION:

The construction of riprap shall consist of furnishing and placing stone, with or without grout, or sacked concrete riprap. The depthand type of riprap shall be as shown on the plans or specified in the special provisions.

220.2 MATERIALS:

Materials furnished for riprap shall conform to the requirements of Section 703.

220.3 PREPARATION OF GROUND SURFACES:

The bed for the riprap shall be shaped and trimmed to provide even surfaces. A footing trench shall be excavated along the toeof the slope as shown on the plans.

220.4 PLAIN RIPRAP:

When the required riprap is less than 20 inches in depth, stone shall be placed by hand. Stone shall be placed to provide aminimum of voids. The larger stone shall be placed in the toe trench, foundation course, and on the outer surface of the riprap.Stones shall be placed with their longitudinal axis normal to the face of the embankment and so arranged that each stone abovethe foundation course has at least a 3 point bearing on the underlying stones. Bearing on smaller stones used to chink voids willnot be acceptable. Interstices between stones shall be chinked with small stones and spalls. The finished surface shall be even andtight and shall not vary from the planned surface by more than 3 inches per foot of depth.

When the required riprap is 20 inches or more in depth, the stone may be placed by dumping and spread in layers by bulldozersor other suitable equipment.

220.5 GROUTED RIPRAP:

Riprap shall be placed as specified and grouted with portland cement mortar. The grout shall consist of 1 part cement and 3 partsby volume or aggregate. The portland cement shall be Type II as specified in Section 725 and the aggregate shall be 2 parts sandand 1 part gravel passing a 3/8 inch square mesh screen. The quality of the sand and gravel shall be as specified in Section 701.

The amount of water shall be such as to permit gravity flow into the interstices with limited spading and brooming. Theconsistency of the grout shall be as approved by the Engineer.

Except when hand mixing is permitted by the Engineer, grout shall be mixed in an approved machine mixer for not less than 11/2 minutes. Should hand mixing be permitted, the cement and aggregate shall be thoroughly mixed in a clean, tight mortar boxuntil the mixture is of uniform color after which clean water shall be added in such quantity as to provide a grout of the specifiedconsistency.

220.6 SACKED CONCRETE RIPRAP:

Slopes on which the sacked concrete riprap is to be placed shall be finished within 0.2 foot of the designated grades. The firstcourse shall be a double row of stretchers laid in a neatly trimmed trench. The second course shall be a single row of headers. Thethird and remaining courses shall be stretchers or headers as shown on the plans or specified in the special provisions and shallbe placed so that joints between courses are staggered. Dirt and debris shall be removed from the tops of sacks before the nextcourse is laid thereon. Headers shall be placed with the folds upward. Not more than 4 vertical courses shall be placed in any tieruntil the initial set has taken place in the first course of any such tier.

When, in the opinion of the Engineer, there will not be proper bearing or bond due to delays in placing succeeding layers of thehampering of work by storm, mud or for any cause, a small trench shall be excavated back of the row of sacks already in placeand this trench filled with fresh concrete before more sacks are placed. Payment for excavating the trenches shall be consideredas included in the payment for the concrete in the trench.

Sacked concrete riprap shall be cured by sprinkling with a fine spray of water every 2 hours during daylight for not less than 3days.

SECTION 220

220-2

220.7 MEASUREMENT:

The quantities of riprap construction shall be those of the completed bid item, in place, within the limits of dimensions shown onthe plans.

The Engineer will compute the quantities of riprap by a method which, in his opinion, is best suited to obtain an accuratedetermination.

220.8 PAYMENT:

Payment for riprap will be made for the number of cubic yards of riprap in place, on the basis of unit prices stipulated in theproposal and shall include preparation of ground surfaces and trenching, unless an alternate basis for payment is stipulated in theproposal.

SECTION 225

225-1

WATERING

225.1 DESCRIPTION:

Water for compacting embankments, constructing subgrade, placement of screened gravel and crushed surfacing, and for layingdust caused from grading operations or public travel, shall be applied in the amounts and places as directed by the Engineer.

225.2 WATER SUPPLY:

Water shall consist of providing a water supply sufficient for the needs of the project and the hauling and applying of all waterrequired.

The Contractor shall make arrangements for and provide all necessary water for his construction operation and domestic use athis own expense.

If the Contractor purchases water from a water utility at a fire hydrant on or near the project, all arrangements shall be made byhim at his own expense and payment made direct to the water utility as agreed upon.

The Contractor shall use only those hydrants designated by the water utility in charge of water distribution and in strict accordancewith its requirements for hydrant use.

The Contractor shall furnish all connections, wrenches, valves and small tools that may be necessary to meet the requirements ofthe water utility pertaining to hydrant use.

225.3 CONSTRUCTION EQUIPMENT:

The tank truck and/or trailer shall meet all safety and licensing regulations and the water shall be applied by sprinkling with tanktrucks equipped with spray bars and suitable apparatus.

225.4 MEASUREMENT:

No measurement will be made of water, unless otherwise provided for in the special provisions or proposal.

225.5 PAYMENT:

The cost of watering will be included in the price bid for the construction operation to which such watering is incidental orappurtenant, unless otherwise provided for in the special provisions or proposal.

SECTION 230

230-1 Revised 2000

DUST PALLIATIVE APPLICATION

230.1 DESCRIPTION:

This section shall govern the application of dust control palliatives (agents) on unpaved roads, traffic surfaces, vacant lots,construction sites and road shoulders. Dust palliatives may also be used to protect erosion of slopes, embankments, sedimentcontrol and re-vegetated areas.

Dust palliatives may be applied as topical treatments to penetrate an undisturbed surface, or may be applied to larger areas usingmixing methods that blend the product with surface material and then compact the mixture to provide a stabilized, dust resistant,surface course.

230.2 MATERIALS:

Materials to be used as dust palliatives shall conform to the requirements of Section 792. The specific dust palliative to be usedshall be as shown on the plans or as directed by the Engineer.

Water used for diluting dust palliatives and for pre-wetting of treated subgrade shall be either potable or from a source compatiblewith dust palliative ingredients.

230.3 EQUIPMENT:

The Contractor shall provide all equipment necessary to complete the work. The equipment may include but not be limited tomotorized graders, distribution trucks, mixing and pulverizing equipment, pneumatic-tired rollers, sprinkler systems, etc. Allequipment used for this work is subject to approval by the Engineer. Equipment that does not perform satisfactorily shall beremoved from the job.

Distributor trucks shall be pressure type with a computer-controlled applicator. Spray bars and extensions on distribution trucksshall be of the full circulating type. The spray bar shall be adjustable to permit varying height above the surface to be treated.

230.4 PREPARATION OF SURFACE:

All surface preparation shall be in conformance with Maricopa County Rule 310 and 310.01 as applicable.

230.4.1 Topical Preparation: Prior to the application of the dust palliative, the surface shall be graded to provide drainage.

Unless otherwise stated in the manufacturer’s technical data, all areas to receive the dust palliative shall be uniformly moistened.Moisture must be maintained on the surface until the time of the application. Dust palliatives shall not be applied when the surfaceis excessively wet or saturated.

230.4.2 Surface Course Preparation: Areas to receive dust palliative shall be graded and scarified to at least the minimum depthand width shown on the plans. The material shall be damp at time of scarification to reduce dust and aid in pulverization. Soilclods shall be pulverized until all material, exclusive of gravel or stone, will past a 1 1/2 inch sieve.

All debris, weeds, organic material, stone larger than 4 inches, etc. shall be removed from the site. Surface gravel or stones shallbe removed or thoroughly mixed with the surrounding soils to obtain a homogeneous mixture.

If pre-wetting is required, ample amount of water shall be added and mixed with the in-place material to obtain a moisture contentnear optimum. This moisture content shall be established prior to and maintained until the application of the dust palliative. Themethods to establish and maintain the moisture shall be done in accordance with manufacturer’s recommendations. The moisturemust be uniformly distributed throughout the surface course and over the underlying undisturbed soil. Dust palliatives shall notbe applied when the soil is excessively wet or saturated. Moisture content shall be determined in accordance with either ASTMD 2922, D 3017 or D 4944.

SECTION 230

230-2Revised 2000

230.5 APPLICATION:

230.5.1 General: The dust palliative shall be applied by a pressure type distributor truck. Spray bars and extensions shall be ofthe full circulating type. Valves which control the flow from nozzles shall be of a positive active design so as to provide auniform, unbroken spread of dust palliative on the surface.

Corners or surface that cannot be accessed by the distributor truck shall be hand sprayed by means of hoses or bars pressurizedby a gear pump or air tanks.

The distributor shall be equipped with certified meter or weight tickets and calibration charts relating to the specific gravity ofthe concentrate and/or dilution to provide for accurate, rapid determination and control of the amount of dust palliative beingapplied. The spreading equipment shall be designed so that uniform application of a dust palliative can be applied in controlledamounts ranging from 0.05 to 2.00 gallons per square yard.

The dust palliative shall be applied at the dilution ratio and application rate specified in accordance with Section 792, unlessotherwise directed by the Engineer. Products may be applied in multiple passes at reduced application rates to meet the totalapplication rate specified and/or assure uniform coverage.

230.5.2 Topical Application: Topical applications shall be rolled only when recommended by the manufacturer. Complete penetration of palliative will be required prior to the surface rolling. Complete penetration occurs when the compactionequipment will not track or pick up the dust palliative and/or the top layer of the surface material.

230.5.3 Surface Course Application: Mixing shall be done in-place using mixing equipment or by motorized grader (blademixing). The blending methods utilized shall result in a uniformly treated mixture of soil and dust palliative at or near optimummoisture content (minus any post-compaction dust palliative top coat application quantity). The dilution ratio may be adjustedto bring the mixture to the desired moisture content. The amount of area treated each day shall be limited to that which theContractor can thoroughly mix and compact within that work day.

Complete penetration of palliative will be required prior to compaction. Complete penetration occurs when the compactionequipment will not track or pick up the blended material.

The blended material shall be shaped to the required grade line and cross section shown on the plans and be compacted at least95% of maximum density in accordance with ASTM D 698, unless otherwise directed by the Engineer. The final surface shallbe rolled to a smooth and even grade. Immediately after the compaction, a top coat of dust palliative shall be applied.

230.6 CURING:

No equipment or traffic will be permitted on the treated surface for 24 hours unless otherwise approved by the Engineer.

230.7 WEATHER CONDITIONS:

Dust palliatives shall be applied only when the ambient temperature is above 40 °F and there is no possibility of rainfall duringor within 24 hours after placement. Application during high wind should be avoided.

230.8 MEASUREMENT:

Dust palliative surface course application shall be measured by the square yard [meter], in place, treated, compacted, to theproper depth and accepted.

Dust palliative materials will be measured by the ton of undiluted material. Any conversion from volumetric quantities shall bedone with Contractor-supplied calibration charts relating to the specific gravity of the concentrate and/or dilution.

230.9 PAYMENT:

Payment will be made for the applicable items at the Contract unit prices bid in the proposal, and shall constitute full compensationfor the item completed, as herein described and specified.

Revised 1999

PART 300

STREETS AND RELATED WORK

Section Title

301 Subgrade Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 301-1

309 Lime Slurry Stabilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-1

310 Untreated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 310-1

311 Soil Cement Base Course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 311-1

312 Cement Treated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312-1

313 Bituminous Treated Base Course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313-1

315 Bituminous Prime Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 315-1

320 Road-mixed Surfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-1

321 Asphalt Concrete Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-1

322 Asphalt Concrete Overlay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 322-1

323 Heater Remix Resurfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1

324 Portland Cement Concrete Street Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 324-1

327 Hot In-Place Recycling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 327-1

329 Tack Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 329-1

330 Asphalt Chip Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1

332 Asphalt Emulsion Slurry Seal Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1

333 Fog Seal Coats . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1

334 Preservative Seal for Asphalt Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334-1

335 Hot Asphalt-Rubber Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1

336 Pavement Matching and Surfacing Replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-1

340 Concrete Curb, Gutter, Sidewalk, Sidewalk Ramps, Driveway and Alley Entrance . . . . . . . . . . . . . . . . . . . . 340-1

341 Terrazzo Sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 341-1

342 Decorative Pavement Concrete Paving Stone or Brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 342-1

343 Exposed Aggregate Paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 343-1

345 Adjusting Frames, Covers, Valve Boxes and Water Meter Boxes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345-1

350 Removal of Existing Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 350-1

360 Telecommunications Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 360-1

SECTION 301

301-1 Revised 1999

SUBGRADE PREPARATION

301.1 DESCRIPTION:

This section shall govern the preparation of natural, or excavated areas prior to the placement of sub-base material, pavement,curbs and gutters, driveways, sidewalks or other structures. It shall include stripping and disposal of all unsuitable materialincluding existing pavement and obstructions such as stumps, roots, rocks, etc., from the area to be paved.

301.2 PREPARATION OF SUBGRADE:

With the exception of areas where compacted fills have been constructed as specified in Section 211 in the areas where newconstruction is required the moisture content shall be brought to that required for compaction by the addition of water, by theaddition and blending of dry, suitable material or by the drying of existing material. The material shall then be compacted to thespecified relative density. If pumping subgrade should become evident at any time prior to paving, the Engineer may require proofrolling with a pneumatic-tire roller or other approved equipment in order to identify the limits of the unacceptable area. The proofrolling will be performed at no additional cost to the Contracting Agency.

301.3 RELATIVE COMPACTION:

The subgrade shall be scarified and loosened to a depth of 6 inches. When fill material is required, a layer of approximately 3inches may be spread and compacted with the subgrade material to provide a better bond. The subgrade cut and fill areas shallbe constructed to achieve a uniform soil structure having the following minimum dry density when tested in accordance withAASHTO T-99, Method A, and T-191 or ASTM D-2922 and D-3017 with the percent of density adjusted in accordance with therock correction procedures for maximum density determination, standard detail, to compensate for the rock content larger thanthat which will pass a No. 4 sieve.

(A) All Streets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 95 percent(B) Other traffic ways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 percent(C) Curbs, gutters and sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 85 percent

301.4 SUBGRADE TOLERANCES:

Subgrade upon which pavement, sidewalk, curb and gutter, driveways, or other structures are to be directly placed shall not varymore than 1/4 inch from the specified grade and cross-section. Subgrade upon which sub-base or base material is to be placed shallnot vary more than 3/4 inch from the specified grade and cross-section. Variations within the above specified tolerances shall becompensating so that the average grade and cross-section specified are met.

301.5 GRADING OF AREAS NOT TO BE PAVED:

Areas where grade only is called for on the plan shall be graded to meet the tolerances for the subgrade where sub-base or basematerial is to be placed. The surface shall be constructed to a straight grade from the finished pavement elevations shown on theplans to the elevation of the existing ground at the extremities of the area to be graded.

301.6 PROTECTION OF EXISTING FACILITIES:

The Contractor shall exercise extreme caution to prevent debris from falling into manholes or other structures. In the event thatdebris should fall into a structure it shall immediately be removed.

301.7 MEASUREMENT:

Measurement for grading under pavement will be by the square yard.

301.8 PAYMENT:

Payment for this grading work will be made only when it is performed for street or roadway paving projects. Payment fornecessary grading for items outside of the lip of gutter shall be included in the cost of those items.

Payment will be made at the unit price bid per square yard, and such payment shall be compensation in full for the item completein place, including stripping, excavating, hauling, filling, compacting, and disposing of excess or unsuitable materials, togetherwith all costs incidental thereto.

SECTION 309

309-1

LIME SLURRY STABILIZATION

309.1 DESCRIPTION:

This section shall consist of constructing a mixture of soil, lime and water for the stabilization of soils or base materials. The workshall be performed in conformity with the lines, grades thickness, and typical cross sections shown on the plans.

309.2 MATERIALS:

309.2.1 Soil or Subgrade: The soil or subgrade material used for this work shall consist of materials on the site or imported andshall be free of roots, sod, weeds and stones larger than 3 inches and have a Plasticity Index (PI) greater than 10, when tested inaccordance with AASHTO T-89 & T-90.

309.2.2 Quicklime and Hydrated Lime: Lime used to manufacture the commercial lime slurry specified herein, shall be eitherquick lime or hydrated lime and shall conform to the requirements of ASTM C-977. Lime may only be used in the production ofa lime slurry. The direct use of dry hydrated lime or quicklime to the soil material is strictly prohibited. All lime shall come froma single source. If a source change is requested, a new mix design shall be submitted using lime from the proposed new source.The new design must be approved by the Engineer prior to use.

309.2.3 Commercial Lime Slurry: Commercial lime slurry shall be a pumpable suspension of solids in water. The water or liquidportion of the slurry shall not contain dissolved material in sufficient quantity naturally injurious or objectionable for the purposeintended. The solids portion of the mixture, when considered on the basis of solids content, shall consist principally of hydratedlime of a quality and fineness sufficient to meet the following requirements as to chemical composition and residue.

(A) Chemical Composition: The solids content of the lime slurry shall consist of a minimum of 90% by weight, of calcium andmagnesium oxides (Ca0 and Mg0), as determined by ASTM C-25.

(B) Residue: The percent by weight of residue retained in the solids content of lime slurry shall conform to the followingrequirements:

Residue retained on a No. 6 sieve Max. 0.2%Residue retained on a No. 30 sieve Max 4.0%

(C) Grade: Commercial lime slurry shall conform to a dry solids content as approved by the Engineer.

A certificate of compliance and a field summary of lime slurry produced shall be provided to the Engineer for each load of slurry.

309.2.4 Water: Water used for mixing or curing shall be reasonable clean and free of oil, salt, acid, alkali, sugar, vegetable, orother substances injurious to the finished product. Water shall be tested in accordance with and shall meet the suggestedrequirements of AASHTO T-26. Water known to be of potable quality may be used without test.

309.3 COMPOSITION:

309.3.1 Lime Slurry: Lime slurry shall be applied at the mix design rate for the depth of subgrade stabilization shown on theplans or requested by the Engineer.

309.3.2 Mix Design: Before commencing lime treatment work, the Contractor shall submit for approval by the Engineer, aproposed mix design. The proposed mix design shall be prepared by a testing laboratory under the direction and control of aregistered Professional Engineer. The mix design shall be determined using the soils or subgrade material to be stabilized andlime from the proposed supplier and shall determine the following:

(a) Percent of lime and rate of application of lime slurry in the treated soil or subgrade material.(b) Optimum water content during mixing, curing and compaction.(c) Gradation of in-situ mixture after treatment.(d) Additional mixing or equipment requirements.(e) Mellowing time requirements, if needed.

SECTION 309

309-2 Revised 2000

The mix design shall comply with the following requirements:(a) pH: Minimum 12.4 after compaction of initial mixing with lime at ambient temperature, in accordance withEades-Grimm pH test method (ASTM C977 APPENDIX).(b) Plasticity Index: Less than 3, per AASHTO T-89 & T-90.(c) Swell Potential: One (1) percent or less vertical expansion of an air dried soil when inundated with water andallowed to swell at a confined pressure of 60 psf.(d) Hydrated Lime Content: Minimum 5.0 percent by dry weight of the combined lime/soil mixture, per ASTM D-3155.(e) Unconfined Compressive Strength: Minimum 160 psi in five days curing at 100/F. when tested in accordance withASTM D-1633 Method A.

309.3.3 Tolerance: At final Compaction, the lime and water content for each course of subgrade treatment shall conform to theapproved mix design with the following tolerance:

Material Tolerance

Lime +0.5% of design, (ASTM C-114)

Water +4%, -0% of optimum, (ASTM D-698)

309.4 CONSTRUCTION:

309.4.1 General: It is the primary requirement of this specification to secure a completed subgrade containing a uniform limemixture, free from loose segregated areas, of uniform density and moisture content, well bound for its full depth, and with asmooth surface suitable for placing subsequent courses.

Prior to beginning any lime slurry stabilization, the subgrade shall be constructed and brought to grade and shall be shaped toconform to the typical sections, lines and grades as shown on the plans.

When the design requires treatment to a depth greater than 12 inches, the subgrade soil shall be treated in equal layers. The toplayer(s) of soil shall be removed and stockpiled. The lower layer of soil to be treated shall then be treated and allowed to cure inplace. After final mixing, the lower layer shall be compacted in maximum 12 inch compacted lifts. The stockpiled soil shall thenbe placed, treated, mixed and compacted in successive maximum 12 inch compacted lifts.

309.4.2 Weather Limitation: Lime slurry treated subgrade shall not be constructed if the atmospheric temperature is below 40/ F.or when conditions indicate that temperatures may fall below 40/ F. within 24 hours.

309.4.3 Equipment: Contractor shall provide all equipment necessary to complete the work including grading and scarifyingequipment, a spreader of the lime slurry (gravity feed spreader, will not be permitted), mixing and pulverizing equipment,sheepsfoot and pneumatic rollers, sprinkling equipment and trucks. When using dry hydrate to make slurry, agitators aremandatory in distributor trucks. All equipment used for this work is subject to approval by the Engineer.

309.4.4 Application: Lime slurry shall be spread only on that area where the mixing operation can be completed during the sameworking day. The application and mixing of lime with the soil shall be accomplished by the methods hereinafter described asSlurry Placing.

Slurry Placing: Lime slurry shall be mixed in a portable mixing unit and spread with trucks equipped with an approved distributionsystem as a slurry. Commercial lime slurry shall be applied with a lime percentage not less than specified herein. The distributionof lime slurry shall be attained by successive passes over a measured section of subgrade until the proper amount of lime has beenspread, as determined in the job mix design. The rate of application shall be verified using the methods outlined by ASTM D-3155.

SECTION 309

309-3

Thickness: The thickness of the lime slurry treated subgrade shall be determined by visual inspection and/or by depth tests takenat intervals so that each test shall represent no more than 1000 square yards per layer. If more than one layer, the method usedto remove material to determine the depth of lime treatment may be by shovel and/or pick, coring or other method approved bythe Engineer. Phenolphthalein solution shall be used to detect the presence of lime. When the grade deficiency is more than 1 inch,the Contractor shall correct such areas in a manner satisfactory to the Engineer. Contractor shall replace, at no cost to the Agency,the material where depth tests are taken.

No traffic other than the mixing equipment will be allowed to pass over the spread of lime slurry until after completion of mixing.

The Engineer reserves the right to vary the rate of application of lime from the specified application rates during the progress ofconstruction as necessary to maintain a pH of the lime/soil mixture above 12.4 and the desired characteristics of the treatedsubgrade.

309.4.5 Mixing: The full depth of the treated subgrade shall be mixed with an approved mixing machine. The use of disc plowsor blades are strictly prohibited except in areas specified by the engineer. To insure a complete chemical reaction of the lime andsoil or subgrade, water shall be used as required to maintain a minimum moisture content 4% above the optimum prior tobeginning compaction and held at 0-4% above optimum during compaction. During the interval of time between application andmixing, lime that has been applied, unmixed and exposed to the open air for 10 hours or more will not be accepted.

After mixing and prior to compaction, clay lumps shall meet the following criteria: Percent

Minimum of clay lumps passing 1-1/2 inch sieve 100Minimum of clay lumps passing No. 4 sieve 60

309.4.6 Compaction: Compaction of the mixture shall begin after final mixing. Sheepsfoot or segmented sheel rollers shall beused during initial compaction. Steel wheel or pneumatic tired rollers shall be used only during final compaction. Areasinaccessible to rollers shall be compacted to the required density by methods approved by the Engineer.

The material shall be aerated or watered as necessary to provide and maintain required moisture content. The field density of thecompacted mixture shall be at least 95 percent of the maximum density at 0-4% above optimum moisture. A composite ofuntreated soil or subgrade materials from a minimum of five (5) random locations, per soil type, within the area to be stabilizedshall be used to determine the maximum density and optimum moisture content in accordance with ASTM D-558. The in-placefiled density shall be determined in accordance with ASTM D-1556, ASTM D-2167 or ASTM D-2922.

After each section is completed, tests will be made by the Engineer. If the material fails to meet the density requirements, it shallbe reworked to meet requirements.

If pumping subgrade should become evident at any time prior to paving, the Engineer may require proof rolling with apneumatic-tire roller or other approved equipment in order to identify the limits of the unacceptable area. The proof rolling willbe performed at no additional cost to the Contracting Agency.

All irregularities, depressions, or weak spots which develop shall be corrected immediately by scarifying the areas affected, addingor removing material as required, and reshaping and recompacting. The surface of the course shall be maintained in a smoothcondition, free from undulations and ruts, until other work is placed thereupon or the work is accepted. Compactionand finishing shall be done in such a manner as to produce a smooth dense surface free of compaction planes, cracks, ridges orloose materials.

Throughout this entire operation, the shape of the course shall be maintained by blading, and the surface upon completion, shallbe smooth and shall conform with the typical section shown on the plans and to the established lines and grades. Should thematerial, due to any reason or cause, lose the required stability, density, and finish before the next course is placed or the workis accepted, it shall be recompacted and refinished at no cost to the Agency.

309.4.7 Finishing and Curing: After the final layer or course of lime treated subgrade has been compacted, it shall be broughtto the required lines and grades in accordance with the plans. The completed section shall then be finished by rolling with apneumatic or other suitable roller.

SECTION 309

309-4

The final layer of lime treated subgrade shall be maintained in a moist condition until the next layer of pavement structure isplaced. If required, a fog seal for curing, in compliance with section 333, shall be furnished and applied to the surface of the finallayer of the lime stabilized material as soon as possible after the completion of final rolling and before the temperature falls below40/ F. Curing seal shall be applied at a rate between 0.10 and 0.20 gallons per square yard of surface. The exact rate will bedetermine by the Engineer.

After curing begins, all traffic, except necessary construction equipment shall be kept off the lime stabilized subgrade for aminimum of 7 days or until the final pavement structure layer(s) are placed.

309.4.8 Maintenance: The Contractor shall maintain, at his/her own expense, the entire lime slurry treated subgrade in goodcondition from the start of work until all the work has been completed, cured and accepted by the Engineer.

309.5 MEASUREMENT:

The quantity of lime slurry treated soils shall be measured by the square yard, measured in place, treated, compacted, to the properdepth, and accepted.

The quantity of curing seal shall be measured by the ton.

309.6 PAYMENT:

The lime slurry treated soils measured as provided above, will be paid for at the contract price per square yard, which price shallbe full compensation for the item complete, as herein described and specified.

Payment for curing seal will be by the ton, based on the rate of application as requested by the Engineer.

SECTION 310

310-1

UNTREATED BASE

310.1 DESCRIPTION:

Untreated base, i.e., select or aggregate base course, shall comply with Subsection unless the use of a different type of materialis specifically authorized in the special provisions.

310.2 PLACING:

Untreated base 6 inches or less in compacted thickness may be placed in a single layer and those more than 6 inches in thicknessshall be built up in successive layers of approximately equal compacted thickness not to exceed a maximum thickness of 6 inches.The requirements which follow are applicable to all types of material.

After distributing, the base material shall first be watered and then immediately bladed to a uniform layer that will net, after rolling,the required thickness. If the materials deposited are not uniformly blended together, the blading operation shall be continued tosuch extent as may be necessary to eliminate segregation. The quantity of water applied shall be that amount which will assureproper compaction resulting in a relative density of not less than 100 percent as determined under Section 301. Care shall beexercised in connection with watering operations to avoid wetting the subgrade or any lower base course to detrimental extent.

Upon completion, the base surface shall be true, even and uniform conforming to the grade and cross-section specified.

Untreated base may vary not more than 1/2 inch above or below required grade and cross-section.

310.3 DEFICIENCY:

When in the opinion of the Engineer there is reason to believe that a deficiency in thickness, or an excess of plasticity exists,measurements or samples will be taken in the same pattern as that defined in Section 321. If the base has been covered or it isotherwise impractical to correct the deficiency, the corrective measures in Table 310-1 shall be taken by the Contractor at noadditional cost to the Contracting Agency.

TABLE 310-1

THICKNESS AND PLASTICITY DEFICIENCY

Type Deficiency Corrective Measure

I1/2 inch or more but less than 1inchthickness

Place asphalt chip seal using precoated chips in accordance withSection 330 for the full roadway width over the area involved but fornot less than 660 feet or one City block in length.

II 1 inch or more in thickness

Place an additional asphalt concrete overlay, a 9.5 mm mix, of 1/2the thickness of the deficiency in thickness for the full roadwaywidth over the area involved, not less than 660 feet or one City blockin length.

IIIA plasticity index of 6 to 7inclusive*

Place an asphalt concrete overlay 1/2 inch in thickness over the sametotal area as required for Type I and II.

IV A plasticity index of over 7*Remove deficient material from affected area and replace withmaterial complying with the specifications.

* The plasticity index shall be in accordance with AASHTO T-146 Method A (wet preparation), T-89 and T-90.

310.4 PAYMENT:

Payment for untreated base will be made on the basis of the price bid per ton unless an alternate basis of payment is provided inthe proposal.

SECTION 311

311-1

SOIL CEMENT BASE COURSE

311.1 DESCRIPTION:

This item shall consist of a base course composed of a mixture of local soil, portland cement, and water compacted at optimummoisture content.

311.2 MATERIALS:

Portland cement and water shall comply with Sections 725 and 225. The soil for the mixture shall consist of the material in thearea to be paved. The material shall not contain more than 5 percent gravel or stone retained on a 3 inches sieve. It shall bedemonstrated by laboratory tests that the plasticity and hardening characteristics of the soil will be adequately modified by thespecified cement content.

311.3 EQUIPMENT:

An ample number of machines, combination of machines and equipment shall be provided and used to produce the complete soilcement base course meeting the requirements for soil pulverization, cement distribution, water application, incorporation ofmaterials, compaction, finishing, and for application of the curing material as provided in these specifications.

Mixing shall be accomplished by means of multiple-pass soil-cement mixer, single-pass soil-cement mixer or central plant mixer.

Water may be applied through the mixer or with the water trucks equipped with pressure sprays. Water trucks providing finefog-type sprays shall be furnished for finishing and curing. Properly adjusted garden type nozzles on a pressure bar may be usedto produce fog spray if approved by the Engineer.

Cement spreader shall be a specially constructed device to distribute bulk cement uniformly at rate specified either in windrowsor on the flat as determined by method of mixing.


Before undertaking construction of the soil cement base course, the area to be paved shall be brought to a compacted condition,true to line and grade as directed by the Engineer or as shown on the plans. During this process any unsuitable soil or material,including excess material retained on a 3 inches sieve, shall be removed and replaced with acceptable material. The compactedsurface shall be at the proper elevation as specified, shown on the plans, or as directed by the Engineer, for the top of the soilcement base. At completion of this phase, the material and surface shall be approved by the Engineer before proceeding with thenext step.

The material shall be scarified, pulverized, mixed with water and cement, compacted and finished and cured in lengths permittingthe full roadway width to be complete in not more than 4 hours from the time that cement is exposed to water. Such lengths willgenerally be not less than 600 feet or the length of one City block and preferably more. Where a gutter section exists the materialshall be pulled back from the gutter face for the full depth of the course before processing.

311.4.1 Pulverizing: Before application of cement, soil to be processed shall be scarified to depth of base. The material shouldbe damp at time of scarifying to reduce the dust to a minimum and to aid in pulverization. If the soil contains clods, it shall bepulverized until not less than 80 percent, exclusive of gravel or stone, will pass a No. 4 sieve.

311.4.2 Application of Cement: The quantity of cement shall be by weight as a percentage of the dry weight of the soil asdetermined by the laboratory and/or as directed by the Engineer and shall be applied uniformly on the soil in a manner satisfactoryto the Engineer. The allowable deviation in uniformity shall not exceed 10 percent. The entire operation of spreading and mixingshall be conducted in such a manner as will result in a uniform soil cement and water mixture for the full design width and depth.

The percentage of moisture in the soil, at the time of cement application, shall not exceed the quantity that will permit a uniformand intimate mixture of the soil and cement during mixing operations, and it shall not exceed the specified optimum moisturecontent for the soil cement mixture.

SECTION 311

311-2Revised 2000

311.4.3 Mixing: Mixing with addition of water as required shall be continued until the product is uniform in color and at optimummoisture content. Any mixture of soil and cement which has not been compacted and finished shall not remain undisturbed formore than 30 minutes but shall be agitated by remixing.

311.4.4 Optimum Moisture: Optimum moisture requirements and field tests of moisture density shall be determined inaccordance with AASHTO T-134, T-191, T-217, or ASTM D-558, D-2922, D-3017 on representative samples of soil cementmixture obtained from the area being processed. At time of laydown, the moisture content shall not be below optimum moisture,and shall be less than that quantity which will cause the base course to become unstable during the compaction and finishingprocess. Any area which becomes so unstable shall be removed and replaced with new cement stabilized material.

311.4.5 Compaction: After mixing is complete, the mixture shall be carefully placed in a uniform loose depth which will providea surface true to grade and section when compacted. Unless otherwise directed by the Engineer, initial compaction shall be bymeans of a tamping, grid, or pneumatic roller. After the tamping roller has partially walked out, pneumatic rollers shall be used.Density of final product shall be not less than 95 percent as determined by AASHTO or ASTM as specified above.

311.4.6 Finishing: As compaction nears completion, the surface of the base course shall be shaped to required lines, grades andcross-section. When required, the surface shall be lightly scarified with spike tooth harrows or other approved equipment toremove imprints left by equipment or to prevent slippage planes. During the finishing process the surface shall be kept moist bymeans of fog-type sprays. Surface finish and final compaction shall be completed in not more than 2 hours from time of laydown.The completed base course shall be true to line, grade, cross-section and shall not vary more than 1/2 inch in thickness and notmore than 1 inch in surface tolerance when tested with a 10 foot straight edge. It shall be free of surface cleavage planes, cracks,or loose material. As a final operation, the surface shall be very lightly scalped with a motor grader, wet with a fog spray and rolledwith a pneumatic roller as directed by the Engineer.

311.4.7 Deficiency: When in the opinion of the Engineer there is reason to believe that a deficiency in thickness exists, cores willbe taken in the same pattern as that defined in Section 321. If the base has been covered or it is otherwise impractical to correctthe deficiency, the corrective measures, listed in Table 310-1 for Type I or II deficiencies, shall be taken by the Contractor at noadditional cost to the Contracting Agency.

311.4.8 Curing: After completion of the final finishing process, the soil-cement shall be cured with a bituminous curing sealapplied at the end of each construction day. This seal may be either an emulsion or cut-back asphalt applied at a minimum rateof 0.20 gal./sq. yd. The finished soil-cement shall be kept continuously moist until the bituminous cure seal is applied, using fogor gravity bar spray. The spray equipment shall be approved by the Engineer before construction is begun.

311.4.9 Construction Joints: At the end of each day's work, a construction joint shall be made transverse to the centerline of theroad by cutting back into the work to provide a full depth vertical joint. Except where specifically authorized by the Engineer,no other construction joints will be permitted. Where authorized, such joints shall be full depth vertical joints.

311.4.10 Maintenance: The Contractor shall maintain the surface until it has been covered with the designated bituminouswearing course. In case it is necessary to replace any soil cement, it shall be for the full depth. No skin patches or soil cement willbe permitted. Minor surface pits may be filled with compacted bituminous surfacing, if authorized by the Engineer. Immediatelyprior to the placing of the bituminous wearing course, the surface shall be broomed to removed all loosened material from thesurface.

311.5 MEASUREMENT:

Measurement of soil cement will be the number of square yards constructed to the required depth, completed and accepted.

Measurement of portland cement will be the number of tons of cement mixed with local soil.

SECTION 311

311-3

311.6 PAYMENT:

Payment will be made for the applicable items at the contract unit prices bid in the proposal, and shall constitute full payment forfurnishing all material, equipment, tools, labor and incidentals necessary to complete the work and for carrying out themaintenance provisions.

No measurement or payment will be made for any imported earth materials.

SECTION 312

312-1Revised 1999

CEMENT TREATED BASE

312.1 DESCRIPTION:

Cement treated base shall consist of a combination of base material and portland cement as specified in Section 705.

312.2 GENERAL:

When the mixing of cement treated base in a stationary mixer is required, it will be so specified. Otherwise, cement treated basemay be mixed in either a traveling plant or in a stationary plant, at the option of the Contractor.

If the cement treated aggregate is mixed in a central plant, it shall not contain moisture in excess of 1 percent above or belowoptimum at the time of delivery on the grade. Certain types of transit mixers will not discharge such material unless it is greatlyin excess of optimum moisture. Use of such mixers will not be permitted.

If the material is mixed in place, the machine or combination of machines used shall be capable of thoroughly mixing the cementand aggregate, when using the granular material specified, in a single pass. No lift thickness shall exceed 8 inches. If the thicknessrequired is in excess of 8 inches, it shall be mixed in 2 separate lifts of equal thickness.


Mixing of materials, regardless of the type of mixer used or method employed, shall be continued until the cement and water areevenly distributed throughout the aggregate, and a mixture of uniform appearance is obtained.

The amount of cement used shall conform to requirements of Section 705. Cement delivered in standard sacks from commercialproducers will be assumed to weigh 94 pounds per sack and need not be weighed. Bulk cement or fractional sacks of cement shallbe weighed.

The amount of water used shall be that required to give optimum moisture content. A portion of the required water may be addedto the aggregate prior to the addition of the cement, if approved.

After spreading, the cement treated base shall be compacted to a density of at least 95 percent of the maximum density asdetermined by AASHTO T-134, T-191, T-217 or ASTM D-558, D-2922, D-3017.

After compaction, the surface of the cement treated base course shall not deviate at any point more than 3/8 inch from the loweredge of a 10-foot straightedge laid parallel to the centerline of the roadway.

A construction joint shall be made at the end of each day's construction by trimming the end of the compacted mixture to a straightvertical plane, normal to the centerline of the roadway and with the vertical edge in thoroughly compacted material.

Cement shall not be added to more material than will be mixed, compacted and sealed the same day. Cement treated base shallnot be mixed or placed when either the aggregate or subgrade is frozen. The air temperature shall be at least 40°F. in the shadeand rising at the time of mixing.

In areas which are inaccessible to the mixing, spreading or compacting equipment designated herein, other methods and equipmentacceptable to the Engineer may be utilized.

The mixed material shall not remain undisturbed on the subgrade for more than 30 minutes and not more than 3 hours shall elapsebetween the time water is added to the mixture and final compaction is accomplished.

The mixed materials shall be spread for the full width of the base under construction, either by one spreader or by severalspreaders operating in a staggered position across the subgrade, unless permission is granted to do part-width construction. Shouldpermission be granted for part-width construction, not more than 30 minutes shall elapse between the times of placing the materialin adjacent lanes at any location, and the longitudinal joint against which additional mixed material is to be placed shall betrimmed to a straight vertical plane parallel to the centerline of the roadway. Trimming shall be done in such a manner as to causethe least possible loosening of the compacted base material and to leave no loose material on the subgrade. The

SECTION 312

312-2

material cut away in trimming may be used in the construction of the shoulders or the adjacent lanes if approved, or shall bedisposed of in a satisfactory manner.

During mixing, spreading and compacting and until the application of the curing seal, any moisture lost by evaporation shall bereplaced by the addition of water by means of a light fog or fine spray.

The mixed base materials shall be covered as soon as possible after final compaction and shall be cured in accordance with thisspecification.

312.4 TRAVELING PLANT MIXING:

312.4.1 Placing Aggregate: The aggregate to be treated shall be placed on the roadway either as a uniform layer which, whencompacted, will produce a base of the depth and width shown on the plans or as one or more windrows which, when spread, willyield a uniform layer which will compact to the prescribed dimensions. If the aggregate is placed in one or more windrows, awindrow sizer will be required. The number and size of the windrows may vary, depending on the width and depth of treatmentand on the capacity of the machine, but regardless of size, the windrow shall be uniform in cross-section and shall not be largerthan can be handled by the plant.

Care shall be exercised during the placement of the aggregate to prevent segregation of the fine and coarse portion of theaggregate.

312.4.2 Placing Cement: Cement shall be added to the uniform layer or windrow of aggregate by means of mechanized equipmentwhich will spread the cement in correct and uniform quantities. For any section of roadway, the quantity of cement placed bymechanical spreaders shall not deviate more than 10 percent from the computed quantity for the section. When cement is appliedto a windrow, the top of the windrow shall be slightly trenched to retain the spread of cement.

If storm winds cause a loss of spread cement, spreading operations shall be halted until such winds subside and, at the firstindication of losses, prompt action shall be taken to avoid further losses. If cement losses are deemed excessive, the deficientquantity shall be furnished and added in the proper amount by the Contractor at no additional cost to the Contracting Agency.

312.4.3 Mixing: Mixing shall be accomplished by means of an approved single pass traveling continuous mixing machine, orcombination of machines, of the pug or auger type. The machine shall be so constructed that the device for picking up or mixingthe aggregate can be controlled and during the mixing operations it shall be set to mix the aggregate, cement and water to thedesign depth without cutting into or disturbing the subgrade or picking up any material other than that material to be processed.The machine shall be equipped so that water may be introduced at the time of mixing through a metering device which willaccurately and uniformly control and measure the amount of water being used.

The cement and aggregate shall be mixed in the machine simultaneously with the adding, through the machine, of the additionalamount of water required.

The material shall be spread immediately after mixing, in reasonably close conformity to the lines, grades and dimensionsestablished or shown on the plans.

312.4.4 Stationary Plant Mixing: If the stationary plant method of mixing is employed, the aggregate, cement and water shallbe mixed at a central plant using either a batch pug mill type or a continuous type mixer. Dead areas in the mixer, in which thematerial does not move or is not sufficiently agitated, shall be corrected, either by a reduction in the weight of materials or by otheradjustments.

312.4.5 Batch Mixing: If a batch pug mill type mixer is used, the aggregate and cement shall be proportioned by batch weights.Cement shall be weighed on separate scales from the aggregate batching scales.

The weight of the charge in a batch mixer shall not exceed that which will permit complete mixing of all materials. The periodof mixing shall not be less than 30 seconds from the time all materials are in the mixer. Water may be proportioned by volumeor by weight.

SECTION 312

312-3

312.4.6 Continuous Mixing: If a continuous type mixer is used, the materials shall be proportioned by volume.

The continuous type mixer shall be equipped with metering devices and feeders which will introduce the cement, aggregate andwater into the mixer in the specified proportions. The water pump shall be equipped with a means of varying the rate of delivery.The metering devices and feeders shall be interlocked and so synchronized as to maintain a constant ratio of cement and waterto the aggregate.

The rate of feed to a continuous type mixer shall not exceed that which will permit complete mixing of all the material.

312.4.7 Spreading: The treated material shall be transported from the plant to the prepared subgrade in approved equipment.

The surface on which the material is to be placed shall be thoroughly moistened and kept moist, but not excessively wet, untilcovered by the material.

Plant mixed cement treated base shall be spread by approved spreader boxes or finishing machines. The machines shall beconstructed and operated so as to produce a layer of uniform density and cross-section an in sufficient quantity to provide acompacted base reasonably conforming to the lines, grades and cross-sections established or shown on the plans.

312.4.8 Compacting: Initial compaction shall begin immediately after mixing and spreading. Successive passes of compactingequipment shall overlap the previous adjacent pass by at least 25 percent of its width. Following initial compaction and beforefinal compaction, the treated material shall be bladed with a motor grader or a planing machine to obtain a surface reasonably trueto the lines, grades and cross-sections established or shown on the plans. During and immediately following the shapingoperations, if required, the Contractor shall lightly scarify the surface with a nail drag or other approved equipment to prevent theformation of surface compaction planes.

Extreme care shall be exercised by the Contractor during the blading operation so that no more material than is necessary isdisturbed and so that this operation can be completed as quickly as possible. Material thus cut shall be wasted if so directed.Compaction shall proceed without interruption, except as stated above, until the required degree of compaction is obtained.

312.5 INVERTED SECTION:

Where the cement treated base is to be covered with an aggregate base material to prevent shrinkage crack reflection andoverloading of the cement treated base, the minimum thickness of the aggregate base shall be 4 inches, unless otherwise specifiedin the special provisions. In order to provide for free internal drainage of the aggregate base course overlaying the cement treatedmaterial, it shall be non-plastic and the percentage of material passing the No. 200 sieve shall not exceed 8. The cement treatmentshall be held back approximately 1 foot from each curb line so as to permit drainage of any water that may become trappedbetween the cement treated base material and the bituminous surfacing.

312.6 CURING:

The mixed cement treated base materials shall be covered as soon as possible after final compaction with a bituminous curing seal.Application shall be by means of a pressure distributor in accordance with the requirements of Section 330. The approximatequantity of bituminous material to be used shall be as specified; however, the exact amount will be determined by the Engineerat the time of application.

After the bituminous curing seal has been applied, the cement treated base course shall be kept free of equipment and traffic fora period of at least 7 days or until it will not pick up under traffic. Curing seal shall conform to the requirement of Section 712or 713 for the type specified.

In lieu of the curing seal, the Contractor may, at his option, keep the surface of the compacted base continuously moist untiloverlaid with the aggregate base course. The aggregate base or the surfacing, may be placed as soon as the cement treated basehas been compacted. The spray equipment on the water truck shall be approved by the Engineer prior to the use of this equipmentto spray the soil cement base course. The spray equipment must produce a fine, even spray to prevent washing of the surface ofthe base course. A cement treated section may be opened to all traffic immediately after placement and compaction of thesurfacing.

SECTION 312

312-4

312.7 DEFICIENCY:

When, in the opinion of the Engineer, there is reason to believe that a deficiency in thickness exists in the cement treated base,cores will be taken in the same pattern as that defined in Section 321. If the base has been covered or it is otherwise impracticalto correct the deficiency of 1/2 inch or more in thickness, the corrective measure listed in Table 310-1 for Type II deficiency shallbe taken by the Contractor at no additional cost to the Contracting Agency.

312.8 PAYMENT:

Payment for the portland cement will be made by the tons of cement complete in place.

Payment for base material will be made by the tons of aggregate complete in place including mixing, spreading, and compacting.

No separate payment will be made for curing.

SECTION 313

313-1

BITUMINOUS TREATED BASE COURSE

313.1 DESCRIPTION:

Bituminous treated base course shall consist of a mixture of aggregate and emulsified or liquid asphalt.

313.2 AGGREGATES:

The aggregates shall consist of soil or mineral aggregates, or blends thereof, which, when stabilized and allowed to cure, will meetthe requirements specified in the special provisions. The Contractor shall notify the Engineer if he intends to import material, insufficient time to allow for the testing thereof to determine the suitability of the material and quantity and stabilizer required.

313.3 ADVANCE TESTS:

When mixing is to be done on the site, a representative sample of the aggregates shall be taken from each 10,000 square feet tobe stabilized. When mixing is done in a central mixing plant, samples which are representative of the aggregate to be used, shallbe taken for tests.

The stabilizer and aggregates for the work shall meet the requirements of the special provisions. The quantity of stabilizer shallbe as specified. In the case of emulsified asphalt, the Engineer will determine the quantity of water to be added.

313.3.1 Application of Emulsified or Liquid Asphalt:

(A) The addition of emulsified asphalt shall not be made when the aggregate contains more than 4 percent moisture.

(B) The addition of liquid asphalt shall not be made when the aggregate contains more than 2 percent moisture.

In special cases, when the aggregate is unusually porous, a moisture content in excess of the above may be permitted at thediscretion of the Engineer, when laboratory tests indicate that such increased moisture content will not produce an unstablemixture.

313.4 MIXING:

The aggregate and asphalt shall be thoroughly mixed in a central pug mill type mixing plant, or on the roadbed by traveling mixeror blade method. The mixture shall be uniform and contain the percent, by weight or volume of dry aggregate and asphalt asspecified. If necessary, water shall be added to the aggregate in a quantity sufficient to completely disperse the emulsified asphaltand produce a plastic mixture free from balled fines or balled asphalt.

313.4.1 Central Plant Mixing: The aggregate and asphalt shall be mixed in a pug mill. Material shall be weighed and mixed insuch proportions that the combined aggregates shall meet the grading limits specified.

The asphalt shall be added to the weighed aggregate in the mixer. Additional water, when needed, shall be added simultaneouslywith emulsified asphalt. Mixing shall continue until the asphalt is uniformly and thoroughly distributed throughout the mass. Theminimum mixing time shall be 35 seconds.

313.4.2 Travel Mixing: The traveling mixing machine shall be of the pug type or auger type. The traveling mixer shall haveprovision for introducing the asphalt and water at the time of mixing through a metering device or other approved method. Boththe asphalt and the water shall be applied by means of separate controls which will supply a uniform ratio of asphalt and/or waterto the amount of aggregate passing through the mixer, and produce a complete mixture with a uniform moisture content. Thecontrols shall be mechanically synchronized with the forward movement of the mixer. Leakage of asphalt and/or water fromequipment will not be permitted and care shall be exercised to avoid the addition of asphalt or water by spilling or any other meansnot under the control of the Engineer.

SECTION 313

313-2 Revised 1999

Prior to mixing in the traveling mixer, the aggregate shall be placed in such a manner that all the material will be passed throughthe mixing machine in one mixing operation. If aggregate is brought to the site in separate sizes, each of the sizes in proper amountshall be deposited by means of approved spreading device equipped with a readily adjustable strike off device.

The rate of movement of the mixing machine, the amount of material mixed, and the number of passes shall be so regulated thata mix satisfactory to the Engineer will result. The material shall be mixed so that a uniform mixture of unchanging appearanceis obtained and all particles of aggregate are coated with asphalt.

313.4.3 Blade Mixing: Unless otherwise permitted by the Engineer, the aggregate shall be thoroughly blended with the necessaryadditional water with a blade grader and uniformly spread over the site preparatory to application of the asphalt. Asphalt shall bespread by an approved pressure distributor in the number of applications directed by the Engineer. After each application, theaggregate shall be mixed. As needed, additional water shall be added by pressure distributor in the amount directed by theEngineer. After the final application, the material shall be bladed into a windrow and the windrow bladed back and forth acrossthe site with a heavy blade grader having a wheelbase not less than 16 feet long, until a satisfactory mixture of uniform andunchanging appearance has been obtained. After having been mixed and deposited in the final windrow, the mixture shall not beallowed to remain in the windrow for more than 24 hours unless otherwise permitted by the Engineer. Mixing equipment mustbe of a type and in good working condition as approved by the Engineer.

313.5 PLACING THE MIXTURE:

The mixed base material shall be laid and rolled to the thickness shown on the plans in layers not to exceed 4 inches in compactedthickness.

If the aggregate and asphalt have been mixed in a central mixing plant, the treated base material shall be transported to the sitein trucks and spread. Dumping in piles on the subgrade will not be permitted. If necessary, spreading shall be completed byblading the mixture to proper cross-section with a self-propelled pneumatic-tired blade grader. An approved spreading, screeding,and tamping machine may be used.

313.6 COMPACTING THE MIXTURE:

Rolling of the mixture shall commence immediately after it has been placed on the subgrade.

After the specified compaction has been secured in the top layer with the pneumatic-tired rollers, the roadway shall be thoroughlyrolled with self-propelled tandem rollers with smooth steel wheels.

Each base course layer shall be rolled until it is compacted and true to grade and cross-section.

Areas inaccessible to the roller shall be compacted by power tamping to the same density as the rolled portion.

The surface of each layer shall be free of foreign material prior to placing the succeeding layer of material.

313.7 FLUSH SEAL:

After the top layer is compacted, cleaned and dried to the percent of moisture required, the surface shall be given a light uniformapplication of emulsified asphalt. It shall be mixed and applied in accordance with Section 333. After the seal has dried, the baseshall be ready for final pavement surface.

313.8 DENSITY AND TOLERANCES:

Rolling shall be continued until at least 100 percent relative density is obtained as per AASHTO T-99, Method A, and T-191 orASTM D-2922 and D-3017. The thickness of stabilized base compacted in place may deviate not more than ± 1/2 inch from thatspecified. The surface shall not show any deviation in excess of 1/4 inch when tested with a 10 foot straightedge applied parallelwith the center line of the roadway.

SECTION 313

313-3

313.9 DEFICIENCY:

When in the opinion of the Engineer there is reason to believe that a deficiency in thickness exists, cores will be taken in the samepattern as that defined in Section 321.

If the base has been covered or it is otherwise impractical to correct the deficiency, the corrective measures, listed in Table 310-1for Type I or II deficiencies, shall be taken by the Contractor at no additional cost to the Contracting Agency.

313.10 MEASUREMENT:

Bituminous treated base course will be measured by the ton or square yard. Measurement by the ton will include importedmaterials and asphalts. Certified weight slips of all materials shall be delivered to the Engineer before the materials are applied.Measurements for determining the square yard area will be made horizontally unless otherwise specified.

313.11 PAYMENT:

The price bid per ton or square yard for work covered by this section shall include full compensation for all labor, material, andequipment required for the construction complete in place, of bituminous treated base course.

SECTION 315

315-1

BITUMINOUS PRIME COAT

315.1 DESCRIPTION:

Bituminous prime coat shall consist of furnishing bituminous material and applying this bituminous material to a prepared basecourse, in accordance with these specifications.

315.2 MATERIALS:

Bituminous material shall conform to the requirements of Section 712 for the type and grade specified.


315.3.1 Preparation of Surface: The surface on which the bituminous prime coat is to be placed shall be uniformly smooth andfirm and reasonably true to grades and cross-sections as shown on the plans, and shall be so maintained throughout the period ofplacing the prime coat. In no event shall a prime coat be placed on a soft, uneven base. Any holes, depressions or irregularitiesshall be repaired by the removal of all loose and unsuitable material and replacement by suitable material, which shall becompacted to produce a dense surface conforming to the adjacent area. Uniformity of surface texture is of the utmost importance.

When required, the surface on which the prime coat is to be placed shall be lightly bladed and rolled immediately prior to theapplication of bituminous material.

315.3.2 Application of Bituminous Material: Bituminous material shall be applied only when the surface is either slightly dampor dry. For extremely dry areas, a light application of water may be required prior to the application of bituminous material.

The approximate quantity of bituminous material to be used will be specified; however, the exact amount used will be determinedby the Engineer at the time of application. The bituminous material shall be uniformly applied to the prepared surface at the rateso designated and in one application.

The application of bituminous material and distributing equipment shall conform to the requirements of Section 330.

When it is deemed necessary, areas having excess bituminous material shall be blotted with material as directed.

When so directed, the surface of the complete prime coat shall be rolled with a pneumatic-tired roller.

313.3.3 Maintenance of Surface: Traffic shall be kept off the bituminous material until it has penetrated the base or subgradeand cured sufficiently.

The integrity of the prime coat shall be maintained at all times until the next course is placed or until the final acceptance. In theevent traffic has caused holes or breaks in the surface, such holes or breaks shall be satisfactorily repaired by the Contractor.

315.4 MEASUREMENT:

The accepted quantities of bituminous material for bituminous prime coat will be measured by the ton undiluted for the bituminousmaterial used.

No measurement or direct payment will be made for rolling.

Materials necessary for repair of holes or breaks in the surface after the prime coat has been accepted, when such holes or breaksare caused by traffic other than that of the Contractor, will be measured for payment under the respective contract item for thematerials used.

315.5 PAYMENT:

Payment for the bituminous material will be on the basis of the price bid per ton, undiluted, complete in place.

Payment for furnishing, applying and removing blotter material will be paid for as an extra work item.

SECTION 320

320-1Revised 1999

ROAD-MIXED SURFACING

320.1 DESCRIPTION:

Road-mixed surfacing shall consist of a mixture of mineral aggregate and bituminous binder mixed on the roadbed or other area,spread and compacted on a prepared subgrade or base course in conformity with the lines, grades, and dimensions shown on theplans or typical cross-section, or as specified in the special provisions.

320.2 MATERIALS:

Materials shall conform to the requirements of Sections 710 and 712 for the type and grade specified on the special provisions.

320.3 PRIME COAT:

When a prime coat is required, it shall be applied as specified in Section 315.

320.4 SPREADING AGGREGATE:

The mineral aggregate shall be deposited in a windrow along one side of the roadbed by means of approved spreader box equippedwith a readily adjustable strike off device or other suitable equipment. The maximum lift for blade mixing and laying shall notexceed 1 cubic yard per running foot. If the mineral aggregate is delivered to the roadbed in separate sizes, each size of aggregateshall be spread in a windrow of the required quantity for that size of material, after which the windrows of various sizes shall beblended into one windrow alongside of the roadbed.

The aggregate shall be so spread that the windrows will be uniform and equal in size and will contain the proper quantity ofmaterial to provide surfacing of the required width and thickness. Care shall be exercised to prevent the aggregate from becomingmixed with earth or shoulder material. Preparatory to applying the liquid asphalt, a portion of the material from the windrow shallbe spread uniformly over one-half the width of the roadbed.

Unless permitted by the Engineer, no more aggregate shall be spread on any one day than can be mixed with liquid asphalt within72 hours. If traffic conditions require, the Engineer may require spread or flattened windrows.

320.5 APPLICATION OF LIQUID ASPHALT:

The temperature of the liquid asphalt, when applied, shall be in accordance with Section 712, and 16 to 22 gallons shall be appliedfor each cubic yard of road-mix material, in not less than 2 approximately equal applications.

Unless otherwise approved by the Engineer, no liquid asphalt shall be spread when weather conditions are unsuitable, or whenthe moisture content of the mineral aggregate exceeds 3 percent by weight of the dry aggregate. When the aggregate is unusuallyporous, the permissible moisture content may be increased and liquid asphalt spread at the discretion of the Engineer, whenlaboratory tests indicate that such increased moisture content will not produce an unstable mixture.

Liquid asphalt shall be prevented from spraying upon adjacent pavements, structure, guard rails, guide posts, culvert markers, treesand shrubbery, adjacent property and improvements, and other highway improvements or facilities not specifically mentionedherein, or that portion of the traveled way being used by traffic.

320.6 MIXING:

Immediately following each successive application of liquid asphalt, the surfacing material shall be thoroughly mixed by meansof a blade. After the final application, the material shall be bladed into a windrow and the windrow bladed back and forth betweenthe center and the edge of the area to be surfaced with a heavy blade grader having a wheel base not less than 16 feet long, untila satisfactory mixture of uniform appearance is obtained.

Should the mixture show an excess or deficiency of liquid asphalt, or uneven distribution thereof, prior to spreading andcompacting, the condition shall be corrected by adding mineral aggregate or liquid asphalt, as the need may be, and remixing thematerial to produce a satisfactory mixture. If necessary, all compressed masses of material shall be broken up.

SECTION 320

320-2

After mixing, the material shall be placed in a windrow prior to spreading.

After the material has been mixed as above specified all of the mixed material shall be bladed into a single windrow in the centerof the roadbed and the entire mass of treated material turned not less than 4 complete times by blading first to one side of the roadand then to the other.

In lieu of mixing the material as above specified, a road-mixing machine or any equipment other than that required above maybe employed which will produce a completed mixture equal to that which would be produced by means above specified. TheEngineer reserves the right to order the use of any equipment discontinued which, in his opinion, fails to produce a satisfactorymixture.

Road-mixing machines shall be of the pug mill or auger type or other suitable equipment capable of picking up the loosenedmaterial completely from the roadbed, leaving practically no loose material on the ground, and which will introduce the liquidasphalt through a metering device at the time of mixing. The machine shall be equipped with the positive control of the amountof liquid asphalt introduced into the mix which can be readily adjusted to changes in grading of the road material.

The rate of movement of the machine along the roadway, the amount of material mixed and the amount of mixing shall be soregulated that a uniform mixture of unchanging appearance is obtained and all particles of aggregate are thoroughly coated withliquid asphalt. Before mixing on the roadbed the loosened material shall be placed in windrows or in a blanket of uniformcross-section and of such size that all the material in the windrow or blanket can be passed through the mixing machine at eachmixing operation. Sufficient material, as determined by the Engineer, shall be placed in windrows or in a blanket in advance ofmixing.

No mixed material shall be spread and compacted until the mixture has been approved by the Engineer.

The amount of material mixed on any one day shall not be more than can be spread and compacted on the following day, exceptthat when directed by the Engineer mixed material shall remain in the windrow for a longer period.

Mixing the liquid asphalt with the mineral aggregate prior to delivery on the roadbed will be permitted, provided that the completemixture is uniform in character and the same consistency with respect to grading, asphalt content and moisture as that specifiedfor road-mixing.

Liquid asphalt added to mineral aggregate at a central mixing plant shall be accurately weighed by means of dial scales or otherapproved weighing devices. Liquid asphalt added to mineral aggregate in a traveling mixing plant shall be accurately measuredby means of meters or other approved measuring device. Weighing or measuring liquid asphalt being added to mineral aggregateat mixing plants in accordance with the above specified methods shall be for the purpose of properly proportioning the materialand not for determining the pay quantities of liquid asphalt.

320.7 SPREADING AND COMPACTION:

Spreading shall be in increments not exceeding 1 inch in thickness.

Rolling shall be continuous throughout the spreading operations until all the loose material has been laid and consolidated.

Segregation of coarse or fine particles shall be avoided and the surfacing as spread shall be free from lumps or pockets of coarseor fine material. Segregated materials or lumps shall be remixed by blading.

After spreading on the roadbed, should the moisture content of the mixture exceed 3 percent it shall be reduced by blading andreblading the mixture and allowing it to dry before the final spreading. Should blading and reblading of the mixture fail to reducethe moisture content below that above specified, the mixture shall be scarified, turned and respread until the moisture content doesnot exceed 3 percent by weight of the dry aggregate, with the exception, however, that in certain special cases, when the mineralaggregate is unusually porous the permissible moisture content may be increased at the discretion of the Engineer, when laboratorytests indicate that such increase will not result in an unstable mixture.

During blading and rolling, all lumps or compressed masses of the mixture shall be remixed and again rolled. On completion ofthe blading operations all loose stones shall be swept to the outside of the surfaced area and incorporated with the shouldermaterial or picked up and disposed of.

SECTION 320

320-3

The edges of the completed surfacing shall be trimmed uniformly to the required cross-section and width before the shoulders arefinally rolled and shaped.

The completed surface, when ready for acceptance, shall be thoroughly compacted, smooth and even, true to grade andcross-section, and free from ruts, humps, depressions, or irregularities. When a 10 foot straightedge is laid on the finished surfaceand parallel with the center line of the road, the surface shall vary in no place more than 1/8 inch from the lower edge of thestraightedge.

Should pneumatic-tired roller be used, the final finishing shall be done with a tandem roller. Sufficient blading and rollingequipment shall be furnished.

Where shown on the plans or specified in the special provisions, road-mixed material shall be placed and compacted aroundspillway assemblies, drop inlets and manholes outside the area to be surfaced, upon road approaches and connections, over gutter,ditch and dike areas, and over other areas, to the thickness shown on the plans or ordered by the Engineer.

At locations where the surfacing is to be placed over areas inaccessible to the required spreading and compacting equipment orover areas where the use of required spreading and compacting equipment would be impractical, the mixed material may be spreadand compacted by other methods when approved or so ordered by the Engineer. Road-mixed surfacing placed on road approachesand connections shall be placed to the thickness and as specified for surfacing to be placed on the roadbed.

After final rolling the finished surface course shall have a density of at least 92 percent of the theoretical maximum densitypossible to obtain with the same materials in like proportions when computed without voids by specific gravity tests.

320.8 MEASUREMENT:

Measurements for determining the area to be paid for will be made horizontally unless otherwise specified.

320.9 PAYMENT:

Payment for road-mixed surfacing will be made on the basis of the price bid per square yard unless an alternate basis of paymentis provided in the proposal. The price bid per square yard shall include the furnishing of all labor, materials, tools, compaction,asphalt and the dressing of the subgrade, or base course necessary to complete the work. Prime coat, when required, will be paidfor by the ton, undiluted, complete in place.

SECTION 321

321-1 Revised 1999

ASPHALT CONCRETE PAVEMENT

321.1 DESCRIPTION:

This section covers the placement of asphalt concrete either as a surface course, base course and/or curb upon a previouslyprepared base or subgrade in accordance with these specifications or as shown on the plans or ordered in writing by the Engineer.

321.2 MATERIALS AND MANUFACTURE:

Materials and manufacture shall conform with Section 710 for the type specified.

321.3 WEATHER AND MOISTURE CONDITIONS:

Asphalt concrete shall be placed only when the surface is dry, and when the atmospheric temperature in the shade is 40°F. orabove. No asphalt concrete shall be placed when the weather is foggy or rainy, or when the base on which the material is to beplaced contains moisture in excess of the optimum. Asphalt concrete shall be placed only when the Engineer determines thatweather conditions are suitable.

321.4 APPLICATION OF TACK COAT:

A tack coat shall be applied to all existing and to each new course of bituminous surfaces prior to the placing of a succeeding layerof bituminous mixed material. The tack coat may be deleted when a succeeding layer of asphalt concrete is being applied overa freshly laid course that has been subjected to very little traffic when approved by the Engineer.

The application of the tack coat shall comply with Section 329. The grade of emulsified asphalt shall be SS-1 h as specified inSection 713.

The same material that is specified above for the tack coat shall be applied to the vertical surfaces of existing pavements, curbs,and gutters, against which asphalt concrete is to be placed.

The surface to be covered may require repair or patching as directed by the Engineer.

321.5 PLACING, SPREADING, AND FINISHING:

Asphalt concrete shall be delivered and placed at a temperature within the job mix formula limits specified in Section 710.Tarpaulins shall be furnished and used to cover all loads during transportation if the temperature of the mixture is below the jobmix formula limits specified in Section 710. The temperature shall be taken at a point 6 inches below the exposed surface of thematerial, in the truck, on the job site, and just prior to placement. When releasing agents are placed in the truck beds, no free fluidshall be present in the truck bodies at the time of asphalt concrete loading. Diesel fuel shall not be used as a releasing agent.

The handling of the completed mixture shall at all times be such as to prevent segregation, and the material as spread shall be freefrom areas of excess coarse, or fine material. Float rock developed in the process of raking shall be placed on an underlying courseor otherwise disposed of. In no case shall it be scattered over the surface of a final course.

Placement shall begin on pavement at points farthest from the source of supply, and progress continuously toward the source ofsupply, unless otherwise ordered by the Engineer, and no more than 1/2 day's delivery to the project shall be placed in any onelane in advance of the other lanes. The end of each lane shall be staggered in relation to the adjacent lane.

At locations where the mixture is to be placed over areas inaccessible to the required spreading or compacting equipment or overareas where the use of the required spreading and compacting equipment would not be practicable, the mixture may be spreador compacted by other methods as approved by the Engineer.

SECTION 321

321-2Revised 1999

321.5.1 Base Preparation: The base prepared by the Contractor, on which the asphalt concrete is to be placed, shall be smooth,firm, and true to grade and cross-section as shown on the plans, and shall be so maintained throughout the period of placing asphaltconcrete. If necessary, in order to obtain the above specified base condition, and if ordered by the Engineer, a leveling course ofasphalt concrete compacted in layers not exceeding 2 inches in thickness or aggregate base shall be spread to level irregularitiessuch as dips, depressions, and sags. All irregularities such as humps or high spots shall be removed in order to provide a smoothbase of uniform grade and cross-section, so that subsequent surfacing will be of uniform thickness.

No additional compensation will be allowed for furnishing and placing these materials, and full compensation for all materialsand for all work incidental to the correcting of irregularities will be considered as included in the contract price for asphaltconcrete.

Pavement termination per Detail 201, Type A or B, shall be installed on all street edges where no other curb or retainment hasbeen installed. This will include but not be limited to the center line of half streets, diagonal or perpendicular end terminations,street edges without curb and gutter or single curb.

321.5.2 (A) Spreading and Finishing Equipment: Self-propelled mechanical spreading and finishing equipment shall beprovided with a vibrating screed or strike off assembly capable of distributing not less than the full width of a traffic lane. Theterm screed includes any strike off device that operates by cutting, crowding, or other practical action which is effective onmixtures at workable temperatures without tearing, shoving, or gouging, and which will produce a finished surface of thesmoothness and texture required. The screed shall be adjustable to the required template and elevation. The forward speed ofoperation of self-propelled mechanical spreading and finishing equipment shall be so regulated that no irregularities will resultin the surface texture or smoothness of the mat due to excessive forward speed of the spreading machine. The forward speed ofoperation shall not exceed 55 feet per minute unless the contractor can demonstrate to the satisfaction of the Engineer that higherspeeds will not affect the smoothness of the mat.

All material within the self-propelled mechanical spreading and finishing equipment shall be handled to prevent segregation ofthe aggregate. This includes but is not limited to devices such as augers, screws or slat conveyors. These devices shall extendto the final or termination point where the material is being transported within the equipment. If any of the devices fail to function,the paving operation shall be terminated immediately until repairs are completed. In the case of the screed, auger extensions andvibrators shall be installed wherever the screed is extended more than one (1) foot beyond the end of the base auger or augerextension. However, when placing material against an extremely uneven curb or edge over a short distance, the Engineer maywaive the auger extensions and vibrators.

Self-propelled mechanical spreading and finishing equipment shall be equipped with a control system capable of automaticallymaintaining the screed elevation as specified herein.

The control system shall be automatically actuated from either a reference line or surface through a system of mechanical sensorsor sensor directed mechanisms or devices which will maintain the paver screed at a predetermined transverse slope and at theproper elevation to obtain the required surface. When directed, the transverse slope control system shall be made inoperative andthe screed shall be controlled by sensor directed automatic mechanisms which will independently control the elevation of eachend of the screed from reference lines or surfaces.

The controls shall be capable of working in conjunction with any of the following attachments:

(A) Ski-type device of not less than 30 feet in length.(B) Taut stringline or wire set to grade.(C) Short ski or shoe.

The Contractor shall furnish all necessary equipment to perform the paving operation including a long ski or shoe and all requiredstakes and wire. Should the automatic control system become inoperative during the day’s, work, the Contractor may bepermitted to place the remaining material on site using manual controls; however, no further material shall be delivered to theproject site, and work shall not be resumed thereafter until the automatic control system has been made operative.

In conditions where the curb and/or gutter is not even and true to grade, the Engineer may require the Contractor to use a ski-typedevice or stringline as described in A or B above to establish the grade of the asphalt concrete surface adjacent to the curb orgutter.

SECTION 321

321-3 Revised 1999

When trucks are backed into the self-propelled mechanical spreading and finishing equipment, it shall be in such a manner thatthe equipment will not be jarred excessively or moved out of line. Once in position, the truck shall be securely attached to theequipment during spreading and finishing.

When the Engineer deems that the automatic screed control operation is not practical under a particular set of conditions, he/shemay order the use of manual control in lieu thereof. However, the machine shall be equipped with the automatic device.

Use of the spreader boxes will be permitted by the Engineer only in writing, under certain conditions, such as in alleys and onnarrow paving projects where it is not practical to use self-propelled equipment. The spreader box will be equipped with a readilyadjustable strike off blade. In order to obtain a smooth surface manipulation of the controls of the spreader box shall be held toa minimum. Trucks shall be backed into the spreader box in such a manner that the box will not be jarred excessively or movedout of line and the trucks shall be securely attached to the spreading and finishing.

If approved in writing by the Engineer, asphalt base course material may be placed with a self propelled pneumatic tired bladegrader equipped with an automatic leveling device capable of accurately maintaining transverse slope of the blade at a presetangle. The grader shall have a blade not less than 12 feet long. Motor graders shall be free from appreciable lost motion in theblade control.

321.5.2 (B) Compaction Equipment: All rollers used in compaction of asphalt concrete shall be self-propelled and reversible,with a minimum weight of 8 tons. All rollers shall be maintained to insure smooth operation in respect to steering, the ability tostop, start and reverse. All rollers shall be equipped with an automatic device or devices capable of properly dispensing anapproved releasing agent on the wheels to prevent the wheels from picking up the asphalt concrete. Diesel fuel shall not be usedas a releasing agent. All rollers shall be equipped with scrapers to keep the wheels clean from asphalt and other debris.

Pneumatic-tired rollers shall be of the 2 axle tandem type, having a rolling width of not less than 5 feet. All tires shall not be lessthan 20 inches in diameter, shall be of the same size and shall have treads satisfactory to the Engineer. The roller shall be soconstructed that the operating weight per tire shall not be less than 2000 pounds and the tires shall be spaced so that the entire gapbetween adjacent tires will be covered by the tread of the following tire. Except as otherwise specified, each tire shall be inflatedto 90 psi and at all times the air pressure in each tire shall not vary more than 5 psi from the specified pressure. Pneumatic-tiredrollers shall be equipped with skirt-type devices mounted around the tires so that the temperature of the tires will be maintainedduring the rolling process.

Steel-wheeled tandem rollers or vibratory rollers may be used where applicable. In all cases, the larger of the two roller wheelswill be operated in the forward position. The steel wheels shall be straight, free from grooves and/or pits. Vibratory rollers shallbe operated in accordance with standard practices and manufacturer recommendations.

321.5.3 Leveling Course: A leveling course shall be used when specified, or as directed in writing by the Engineer, to bringexisting pavement to a uniform grade prior to placing an overlay or other course.

After the prime coat or tack coat has been applied, the leveling course mixture shall be spread to the proper width and to suchdepth as will compact to the required thickness. Actual quantities of the mixture required will be determined by the Engineer.

The distance to which a leveling course may be spread in advance of covering it with the following course shall be as ordered bythe Engineer.

The leveling course material shall be placed in layers, 2 inches maximum compacted thickness, prior to finishing by means of self-propelled spreading equipment, spreader box or motor graders as discussed above. Other means may be permitted for placingthe leveling course provided the method, at the discretion of the Engineer, can provide a finish surface that does not vary fromthe design surface by more than the amount specified below. In order to obtain a smooth surface, manipulation of controls of thepaver shall be at a minimum. Unless otherwise permitted by the Engineer, adjustments shall not be made on less than 50 feetintervals and any adjustment shall not result in a change in thickness of the pavement in excess of 1/8 inch. Except where themachine is equipped with electronic grade controls.

The placing of the leveling course shall be not less than one lane width and for the longest practical length for any one lay,preferably not less than 1200 feet. The exact width and length will be approved by the Engineer.

SECTION 321

321-4Revised 1999

Compaction shall be accomplished by use of pneumatic-tire or steel-wheel rollers. Rolling shall proceed concurrently with thelaydown of the leveling course. During the rolling operation, the speed of the roller shall not exceed 3 miles per hour. Additionalrollers may be required depending on the placement rate of the asphalt concrete. If ample number of rollers are not present, thecontractor shall adjust the placement rate to accommodate the roller speed.

The leveling course shall be thoroughly compacted, smooth and true to grade and cross-section and free from ruts, humps,depressions or irregularities. An acceptable surface shall not vary more than 1/2 inch from the lower edge of a 25 foot straightedgewhen the straightedge is placed parallel the centerline of the roadway. The straightedge shall be furnished by the Contractor andshall be constructed of such lightweight materials that it can be handled by the inspector without assistance.

When deviations in excess of the above tolerance are found, such places as humps; or depressions shall be corrected to meet thespecified tolerance. All labor and equipment necessary to correct such deviations shall be at no additional cost to the ContractingAgency. Adjustment in the cost for the material may be requested by either the Contracting Agency or Contractor depending onthe type of deviation.

321.5.4 Asphalt Base and Surface Course: Asphalt base and surface courses shall be spread and finished by means of self-propelled mechanical spreading and finishing equipment as described and specified above, except as otherwise noted. Thecompacted thickness of layers placed shall not exceed 150% of the Design Target Lift Thickness of Table 710-1 except asotherwise provided in the plans and specifications, or if approved in writing by the Engineer.

When more than one course is placed, longitudinal joints of each course shall be staggered not less than 6 inches with relationto the longitudinal joints of the underlying course.

Before a surface course is placed adjacent to cold transverse construction joints, the joints shall be trimmed to a vertical face bycutting (e.g., sawcut) the material back to its full depth to expose a fresh surface. The joint shall be cut on a 10 to 15 degree skewfrom a line perpendicular to the center line of the street or roadway. The joint formed when the fresh mixture is placed shall bedense and well sealed. The transverse surface joints shall be tested with a 25 foot straightedge and shall conform to therequirements herein for surface smoothness. For short overnight intermissions in paving, a full depth bulkhead (e.g., woodenmember) can be placed near the end of the day’s pavement. The bulkheads and excess material will be removed just prior to theplacement of the following day’s pavement.

An approved joint heater shall be used on cold transverse or longitudinal joints where conditions are such that it is deemednecessary by the Engineer. The joint heater shall be capable of heating the joint to a minimum temperature of 200 /F. for aminimum depth of 1/4 inch at a speed commensurate with that of the laydown machine.

If it is deemed necessary by the Engineer to seal the joint, a light coat of asphalt emulsion shall be applied to the exposed edgebefore the joint is made.

Sufficient rolling equipment shall be furnished to satisfactorily compact and finish the amount of mixture being placed. However,there shall be a minimum of two rollers with two (2) operators on the project at all times. Upon direction of the Engineer, oneof the rollers may be a pneumatic-tire roller. During rolling operations, the speed of the roller(s) shall not exceed 3 miles per hour.If ample number of rollers are not present, the contractor shall adjust the asphalt placement rate to accommodate the roller(s)speed. The type and required number of rollers shall be on the project and in acceptable operating condition, prior to theplacement of any asphalt material. All rollers shall be operated continuously from the breakdown through finish rolling. Thecontractor may use vibratory rollers in lieu of the steel-wheeled roller, however when the thickness of the asphalt is one(1) inchor less, all rolling will be done in the static mode.

When more than one width of asphalt concrete material will be placed, a 6 inches strip adjacent to the area on which futurematerial is to be laid shall not be rolled until such material has been placed but shall not be left unrolled more than 2 hours afterbeing placed, unless the 6 inches unrolled strip is first heated with a joint heater. After the first strip or width has been compacted,the second width shall be placed, finished and compacted as provided for the first width, except that rolling shall be extended toinclude the 6 inches of the first width not previously completed.

At any place not accessible to the roller, the mixture shall be throughly compacted with tampers and finished, where necessary,with a hot smoothing iron to provide a uniform and smooth layer over the entire area compacted in this manner.

Breakdown rolling shall begin as soon as the mixture will bear the roller without undue displacement. Rolling shall belongitudinal, overlapping on successive trips by at least 1/2 but not more than 3/4 the width of the rear wheels. Alternate tripsof the roller shall be of slightly different lengths. The motion of the roller shall at all time be slow enough to avoid displacementof the mixture.

SECTION 321

321-5 Revised 2004

Break down and compaction rolling shall be done by either steel-wheel or pneumatic-tire rollers. The Engineer may require apneumatic-tire roller for one of the rolling operations. Rolling shall continue until the specific gravity of the compacted mixtureis not less than 95 percent of the specific gravity of specimens composed of the same materials in similar proportions or composedof the same mixture compacted in the laboratory by the 75 blow method of AASHTO T-245 if the mix was designed by theMarshall method. If the mix was designed by The Asphalt Institute’s SP-2 Gyratory method, rolling shall continue until thespecific gravity of the compacted mixture is not less than 93 percent of the maximum theoretical specific gravity (ASTM D-2041)of specimens composed of the same materials in similar proportions or composed of the same mixture compacted in the laboratory.

Finish rolling shall be done by means of steel-wheeled roller or a vibratory steel-wheel roller operated in the static mode.

The completed surfacing shall be thoroughly compacted, smooth and true to grade and cross-section and free from ruts, humps,depressions or irregularities. An acceptable surface shall not vary more than 1/4 inch from the lower edge of a 25-foot straightedgewhen the straightedge is placed parallel to the centerline of the roadway. The straightedge shall be furnished by the contractorand shall be acceptable to the Engineer.

All streets shall be water tested for drainage in the presence of the Engineer or designated representative before final acceptance.Any areas not draining properly shall be corrected to the Engineer’s satisfaction at the Contractor’s expense. Water for this testingshall be provided and paid for by the Contractor.

When deviations in excess of the above tolerance are found, humps or depressions shall be corrected to meet the specifiedtolerance, or shall be cut out along neat straight lines and replaced with fresh hot mixture and thoroughly compacted to conformwith and bond to the surrounding area. Materials and work necessary to correct such deviations shall be at no additional cost tothe Contracting Agency.

321.5.5 Preservative Seal: An asphalt concrete preservative seal shall be used on all new asphalt concrete pavement and shallcomply with Section 334. The Engineer will make a field determination and provide the actual application rate or delete therequirement. This seal is not required for pavement matching and surface replacement over pipe trenches, etc., unless specifiedin the special provisions.

321.6 CORRECTIVE REQUIREMENTS FOR DEFICIENCIES:

321.6.1 Thickness: The engineer or the permittee will test the density and thickness of the asphalt concrete after pavementconstruction is complete, using cores. The cores will be taken by the Engineer at random locations, at a minimum sampling rateof one core per 1,000 feet of lineal distance per paver pass width. For residential streets, a paver pass width will be consideredto be a minimum of 12 feet. For residential streets, a minimum of one core will be taken between intersecting streets or portionsthereof. When a deficiency of more than 1/4 inch is found, two additional cores will be taken not closer than 100 feet apart norcloser than 100 feet to the original core, and the average of these three cores will be used to determine the amount of thedeficiency. Further cores may be taken by the Contractor if he so chooses, to determine the limits of the deficiency, and shall beat no additional cost to the Contracting Agency but shall not be used in determining the average thickness of the pavement.Thickness of the cores shall be determined by average caliper measurement. Where pavement thickness is deficient by 1/4 inchor less, it will be paid for at the contract price. The contractor shall repair all of the core holes using hot asphalt concrete fromthe project or a high quality asphalt based patching compound.

Where the pavement is deficient in thickness by more than 1/4 inch but not more than 1/2 inch, payment will be reduced per Table321-1.

SECTION 321

321-6Revised 2004

TABLE 321-1

PAVEMENT THICKNESS PAYMENT REDUCTION (AC)For Thickness Deficiency of More Than 1/4 inch and less than 1/2 inch

Specified Mat Thickness Reduction in Payment or Corrective Action

A: When the agency is the contracting party:

Less than 1.5 inches 50%

1.50 inches to 1.99 inches 33%



3.00 inches and over 17%

B: When the agency is not the contracting party (work under permit, e.g. subdivision, utilities, etc.)

For all thicknesses Corrective action shall be the same as that forpavement thickness deficiencies exceeding 1/2inch as described below.

When the deficiency of the pavement thickness exceeds 1/2 inch, the pavement shall be overlaid on the area affected, but in nocase less than one City block or 660 feet, whichever is less in length, for the full width of pavement, with a new mat of materialspecified by the Engineer, equal in thickness to the deficiency but not less than 1/2 inch in any instance. This is to be done at noadditional cost to the Contracting Agency. At locations where specific grades must be maintained, such as adjacent to curb andgutter or to accommodate drainage, the asphalt concrete surface may require milling prior to placement of the overlay.

When the pavement is deficient in thickness by more than 1/4 inch, all coring done to establish this premise shall be done by alaboratory that is independent of the contractor, and who is working under the direction of the Engineer. The cost of this workshall be born by the contractor by reduction of payments due under the contract.

321.6.2 Density: The Engineer or the permittee will test the density and thickness of the asphalt concrete after pavementconstruction is complete using cores. The cores will be taken in the same pattern as defined in Section 321.6.1, except thatadditional cores shall be taken if the density is less than the specified density. When the density represented by the average ofthree cores is deficient and the Contractor is unable to correct the deficiency, corrective action will be taken as prescribe in Table321-1. For the purposes of this specification, the material represented by the set of three cores shall include all of the materialplaced in that paver pass for a length extending from half the distance to the previous core to half the distance to the next core.

At the discretion of the Engineer, for density deviations equal to or less than one percent, the average density of all of the corestaken from a given day’s production may be used to represent all of the material placed that day.

The Agency’s approval of the mix design does not guarantee the mix can be compacted to the specified limits. The Contractorshall work closely with the mix designer, compaction equipment manufacturers and the material supplier to assure the mixapproved for use on the project can be compacted to the limits specified.

SECTION 321

321-7 Revised 2004

TABLE 321-2

PAVEMENT DENSITY CORRECTION (ASPHALT CONCRETE)

Deviation Below Specification Action

A. When the Agency is the Contracting Party:

Equal to or less than 1.0% $1.00/ton of Asphalt Concrete penalty

Greater than 1.0% and equal to or less than 2.0% $2.00/ton of Asphalt Concrete penalty

Greater than 2.0% and equal to or less than 3.0% $3.00/ton of Asphalt Concrete penalty

Greater than 3.0% See Note Below

B. When the Agency is not the contracting party (work under permit, e.g.: subdivisions, utilities etc.)

Equal to or less than 2.0% See Agencies’ policies, amendments, etc. pertaining to theaction

Greater than 2.0% and equal to or less than 3.0% Mill and inlay at a minimum depth of three times thenominal aggregate size using the same mix as specified forthe project

Greater than 3.0% See Note Below

Note: The Contractor shall remove and replace the entire asphalt layer that is deficient. The dimensions of the repairs shallbe the width of the paver or 12 feet, whichever is greater, and the length of one City block or 660 feet, whichever is less.

321.6.3 Mineral Aggregate: When the mineral aggregate gradation deviates from the requirements of this specification in anamount which, in the opinion of the Engineer, will affect the stability or durability of the mix, the Contractor shall, as directedby the Engineer, either: remove the asphalt concrete and replace it with material which meets the requirements of this specification,or place an additional mat of such thickness and gradation as required by the Engineer which will, in the opinion of the Engineer,correct the deficiency.

The above corrective work, due to deviations from the requirements for mineral aggregate, shall be done at no additional cost tothe Contracting Agency.

321.6.4 Acceptance Testing Requirements: Tests used to determined acceptance under Section 321.6 will be performed by theEngineer or a laboratory employed by the Engineer. In either case, the laboratory shall be accredited by the AASHTO MaterialsReference Laboratory (AMRL) or an equivalent certification Agency for AASHTO Method T 166.

If the Contractor has reason to question the validity of any of the acceptance test results, he may request that the Engineer considerverification tests for final acceptance. Any request for verification testing must describe the Contractor’s reasons for questioningthe validity of the original acceptance results and must clearly describe which set of acceptance tests are in question. The Engineermay either accept or reject the request for verification testing.

If the Engineer accepts the request for verification testing, he will engage an independent laboratory who is accredited by AMRLor equivalent. The independent laboratory shall be paid by the Engineer and shall perform a completely new set of acceptancetests (as required by 321.6) representing the area or set of tests in question. These tests shall include unit weight and thicknessof cores, as well as Marshall or Maximum theoretical unit weight of the material obtained from the cores.

The verification tests shall be made on 6-inch diameter core specimens taken as near as it is practical to the acceptance testlocations. For each sample, a minimum of three core specimens shall be taken, and the average values for unit weight and/orthickness shall be used.

SECTION 321

321-8Revised 2004

An adequate number of cores will be taken so their combined weight will be sufficient for a laboratory unit weight test inaccordance with ASTM D2041 or AASHTO T 166, as appropriate for the specified mix design. The appropriate laboratory unitweight test shall be performed on the verification sample after re-heating and re-mixing the core specimens. The cores shall beprepared for testing by cleaning with a steel brush and by removing any extraneous lifts of differing materials. After removingextraneous materials, the entire core specimen will be used in the laboratory unit weight determination without removing aggregateparticles that were cut by coring or trimming.

The number of samples taken will be in accordance with the Engineer’s acceptance test frequency. The independent laboratoryshall compile the test results and transmit them to both the Engineer and the Contractor. The independent laboratory shall includea letter signed by an Engineer registered in the State of Arizona, who is a specialist in asphalt concrete. The signed letter shallgive an opinion that the material evaluated either does or does not comply with project specifications, and shall clearly describeany deficiencies.

If the difference in test results of the independent laboratory versus the original acceptance laboratory falls outside the multi-laboratory precision statements for the test methods being used, the contracting Agency will bear the cost of the verificationtesting. If the difference in tests results fall within the multi-laboratory precision statement, the cost for verification testing willbe deducted from payments that were to be made to the Contractor. For test methods that do not have multi-laboratory precisionstatements, the cost for verification testing will be deducted from payments that were to be made to the contractor.

321.7 CURBS:

The curb shall be placed by an approved extrusion type machine. In the event the Contractor wishes to utilize a template whichvaries from the cross-section shown on the plans, such change must meet the approval of the Engineer. The asphalt mix used shallbe a 9.5 mm mix. One percent by weight of the total mixture shall consist of a granulated synthetic resin stiffener, Lexite or equal,complying with the following characteristics:

Softening Point (Ring & Ball) ASTM D36 210°F. minimum

Acid Number ASTM D465 Less than 1.00

Saponifiable matter ASTM D464 Less than 1%

Iodine Number ASTM D29 175—185

321.8 MEASUREMENT:

Asphalt concrete pavement will be measured by the ton, computed to the nearest 0.10 of a ton or by the square yard, for themixture actually used as allowed above, which shall include the required quantities of mineral aggregates, filler material, asphaltcement, and sand. Measurement shall include any tonnage used to construct intersections, roadways, streets, or other miscellaneoussurfaces indicated on the plans or as directed by the Engineer.

Weighmaster's Certificates, in accordance with Section 109, will be provided regardless of method of measurement.

The bid price per ton or square yard for asphalt concrete shall include the cost of the asphalt cement in the percentages as specifiedin Section 710.

Asphalt concrete curbs will be measured by the linear foot, parallel to the base or foundation, unless otherwise specified.

Preservative seal for asphalt concrete pavement will be measured by the gallon diluted, unless otherwise indicated in the specialprovisions.

321.9 PAYMENT:

The asphalt concrete measured as provided above, will be paid for at the contract price per ton or square yard, which price shallbe full compensation for the item complete, as herein described and specified.

Payment for tack coat will be by the ton diluted, based on the rate of application; as directed by the Engineer.

SECTION 321

321-9

The quantities of preservative seal, measured as provided above will be paid for at the contract bid price per gallon diluted or asspecified, which price shall be full compensation for the item complete as herein described or as specified.

No payment will be made for any overrun in quantity of asphalt concrete in excess of 10 percent based on actual fieldmeasurement of area covered, design thickness, and a unit weight of 145 pounds per cubic foot. The calculations and paymentfor overrun will be by individual bid item. To compensate or adjust for a thickness deficiency in an underlying asphalt concretecourse, the Engineer may authorize a quantity increase in excess of 10 percent for a subsequent asphalt concrete course. In suchcases, the quantity in excess of 10 percent will be paid for at the lowest unit bid price.

Payment for the curbs will be at the contract unit price bid per linear foot, which price shall be full compensation for the curbcomplete in place, including all necessary labor, equipment and material.

Except as otherwise specified in the special provisions, no separate payment will be made for work necessary to constructmiscellaneous items or surfaces of asphalt concrete.

321-10

This Page is Reserved For Future Use

SECTION 322

322-1

ASPHALT CONCRETE OVERLAY

322.1 DESCRIPTION:

Asphalt concrete overlay consists of the placing and compaction of plant mix asphalt concrete over existing asphalt concretepaving. The thickness of the overlay shall be as shown on the plans or as specified in the special provisions. Preliminarypreparation of existing surfaces will be required except when accomplished by the Contracting Agency, and it is so stipulated inthe special provisions. With the exception of those which have been preheated and remixed only, existing surfaces shall receivea tack coat.

322.2 MATERIALS:

The tack coat, asphalt concrete mix and transportation of the mix shall be as specified in Sections 710 and 321, except for themaximum size of aggregate and percentage of binder which shall be as specified in the following paragraph.

322.3 ASPHALT CONCRETE:

The aggregate gradation and percentage of asphalt binder shall be in accordance with Section 710 using a 12.5 mm mix for overlaymore than one inch in thickness and a 9.5 mm mix for overlay one inch or less in thickness, unless otherwise shown or specifiedin the special provisions.

322.4 PREPARATION OF SURFACES:

Except when they have been preheated and remixed, surfaces shall be prepared as follows:

Before placing asphalt concrete overlay, severely raveled areas or cracked areas that are depressed more than 3/4 inch from theadjoining pavement shall be cut out and patched at least 48 hours prior to the resurfacing operation. Over-asphalted areas or roughhigh spots shall be removed by burning or blading. Large shrinkage cracks shall be filled with asphalt sealing compoundacceptable to the Engineer. The entire surface shall be cleaned with a power broom. Raveled areas that do not require removingshall be cleaned by hand brooming. The above are incidental, and the cost thereof shall be included in the bid items.

After surfaces have been prepared to the satisfaction of the Engineer, they shall receive a tack coat as specified in Section 321.Traffic will not be permitted over surfaces which have received a tack coat. When the overlay is to extend onto the concrete gutter,the gutter shall be thoroughly cleaned of loose dust and cement particles and shall be tack coated.


Placing and rolling on the asphalt concrete and the smoothness of the surface shall be as specified in Section 321.

322.6 MANHOLES:

Manholes shall be built up and the frames set flush with the finished surface of the new paving, and tops of valve boxes, clean-outsand other existing structures shall be adjusted to finish grade. In the event the base course and original paving have been removedor disturbed in order to build up the manhole, they shall be replaced with approved materials which shall be thoroughly compacted.The asphalt concrete around the manhole frame shall be completed and made flush with the adjacent overlay.

322.7 PAYMENT:

Payment for tack coat and asphalt concrete will be as specified in Section 321 except as noted above.

SECTION 323

323-1Revised 1999

HEATER REMIX RESURFACING

323.1 DESCRIPTION:

Heater remix resurfacing consists of heating, scarifying and remixing existing asphalt concrete paved surfaces, and unlessotherwise specified in the special provisions, followed by the application of a rejuvenating agent and an asphalt concrete overlay.

323.2 COORDINATION:

There shall be close coordination between those performing the heating and remixing operation and those placing the asphaltconcrete overlay.


Heater remix resurfacing shall not be done when it is raining or there is a threat of rain. The ambient temperature shall be at least50°F. and rising and the application shall cease when the temperature is 55°F. and falling.

323.4 SURFACE PREPARATION:

The pavement to be treated shall be cleaned of trash, debris, earth or other deleterious substances present in sufficient quantityto interfere with the work to be performed.

323.5 HEATER SCARIFY REMIX EQUIPMENT:

The heater remixer shall consist of an insulated 8-12 foot minimum adjustable width heating furnace chamber with ports to injectfuel and air for satisfactory combustion without excessive smoke. The use of highly volatile fuels for heating, such as gasoline,will not be permitted within the boundaries of any incorporated City. Use of said highly volatile fuels for heating may be permittedin unincorporated areas only if authorized in writing by the Engineer prior to such use. The burners shall be rated at 10,000,000BTU per hour minimum. The hourly production shall be not less than 1100 square yards of heated and remixed surface. Movableexhaust ducts shall be provided and equipped with shields to protect trees and adjacent shrubbery. The heating chamber andscarifier shall be positively controlled by side shifting and rear wheel steering to heat areas divergent from the central axis of themachine at intersections and along existing structures. The scarifier shall be sectioned and spring tensioned to insure continuousand undiminished pavement contact. It shall be equipped with automatic release mechanism to protect manholes and valve boxesfrom damage.

323.6 HEATING AND REMIXING:

Prior to heating and remixing, all manholes in the path of the heater shall be checked for presence of explosive gases andventilated, if necessary. The existing surface shall be evenly heated and remixed to a depth of from 0.05 to 0.08 foot by acontinuously moving surface heater remixer machine. The remixed surface shall be left in an evenly spread condition andaggregate shall not be pulverized, spalled or broken. At least 80 percent of the aggregate shall be remixed by spinning or tumblingand heated to a minimum temperature of not less than 250°F. measured within 3 minutes following heating. The asphalt bindershall not be charred in excess of 0.10 of 1 percent. No uncontrolled heating causing differential softening of the upper surfaceswithout affecting the underlying structure will be permitted. The remixed layer shall be uniformly and evenly heated throughout.

323.7 ASPHALT REJUVENATING AGENTS:

Following the mixing operation, an asphalt rejuvenating agent, or emulsion, if required, of the type designated in the contract, shallbe applied at the rate hereinafter specified, by a pressure distributor while the remixed material is still hot. The pressure distributorshall be as specified in Section 330.

Where the contract requires the use of an asphalt rejuvenating agent, or emulsion, it will designate one of the following types:

(A) Type I asphalt rejuvenating agent, a cationic oil and resin emulsion, shall comply with Section 718 and shall be applied atthe rate of 0.07 to 0.15 gallons of undiluted concentrate per square yard. However, the exact quantity shall be as directed by theEngineer.

SECTION 323

323-2 Revised 1999

The Contractor shall furnish the Engineer with the brand name and name of the manufacturer of the Type I asphalt rejuvenatingagent he proposes to use and the material shall be approved by the Engineer before it is used. The Contractor shall also furnishthe Engineer with a manufacturer's certificate of compliance indicating quality and specification control.

(B) Type II asphalt emulsion shall be SS-1 or SS-1h emulsified asphalt as specified in Section 713 and shall be applied at therate of 0.10 to 0.20 gallons per square yard undiluted. However, the exact quantity shall be as directed by the Engineer.

323.8 ASPHALT CONCRETE OVERLAY:

Asphalt concrete overlay shall be in accordance with applicable requirements specified in Section 322.

The asphalt concrete overlay shall be placed within 48 hours after the heating and remixing operation, unless otherwise specifiedin the special provisions.

The overlay shall also cover existing pavement over areas not accessible to the heater remixer. Such areas including edges ofadjoining concrete, shall receive a tack coat and joints shall be finished as specified in Section 321.

323.9 PAYMENT:

Payment for heater remix surfacing will be made on the basis shown below:

(A) Heater Remix Only Square Yard

(B) Type I Asphalt Rejuvenating Agent Ton (Undiluted)

(C) Type II Asphalt Emulsion Ton (Undiluted)

(D) Asphalt Concrete Overlay Ton or Square Yard

(E) Tack Coat Ton (Diluted)

SECTION 324

324-1

PORTLAND CEMENT CONCRETE STREET PAVEMENT

324.1 DESCRIPTION:

This item shall consist of construction of a pavement composed of plain jointed portland cement concrete on a prepared subgrade.The Contractor shall furnish all labor, materials and equipment necessary for the construction of the pavement in accordance withthese specifications and in reasonably close conformity to the lines, grades, thicknesses and details indicated by the plans or asestablished by the Engineer. All tests shall be performed by a laboratory approved by the Engineer.

324.2 MATERIALS:

324.2.1 Portland Cement Concrete: Portland cement concrete shall conform to the applicable requirements of MAG StandardSpecifications Section 725 and the additional requirements of this section.

Concrete shall develop a modulus of rupture of not less than 520 psi within 14 days after placement, and not less than 650 psi at28 days' age as determined by tests of specimens fabricated in accordance with ASTM C-31 and tested in accordance with ASTMC-78 procedures. The Contractor shall submit data acceptable to the Engineer at least 30 days in advance of the start of concretepaving operations which demonstrate that concrete produced with materials and proportions as proposed for use in the constructionwill conform to the modulus of rupture requirements of these specifications. The data shall include results of compressive strengthtests conducted at the same age as modulus of rupture tests to establish the correlation which can be expected between the flexuraland compressive strength properties of the concrete. The Engineer may, at his option, use compressive strength tests of specimensfabricated in accordance with ASTM C-31 and tested in accordance with ASTM C-39 to verify conformance to the modulus ofrupture requirements of these specifications.

The maximum concrete slump shall be as determined by the approved mix design.

324.2.2 Concrete Materials: Portland cement conforming to the requirements of ASTM C-150 for Type III, low-alkali, maybe used at the Contractor's option. Aggregates shall be crushed rock or gravel conforming to the requirements of ASTM C-33.Coarse aggregate gradation shall conform to requirements for Size No. 57. Fine aggregates shall have an average sand equivalentof not less than 75 when tested in accordance with the requirements of AASHTO T-176 or ASTM D-2419.

324.2.3 Reinforcement: Tie bars shall be deformed billet steel reinforcing bars conforming to the requirements of ASTM A-615,Grade 40.

Dowel bars shall be plain round bars conforming to the requirements of ASTM A-615, Grade 40. One-half the length of eachdowel bar shall be painted with one coat of tar paint.

Metal sleeves of an approved design shall be provided for use with dowel bars. Sleeves shall cover 2 inches, plus or minus 1/4inch, of the dowel, shall have a closed end with a suitable stop to hold the end at least 1 inch from the end of the bar, and shallbe designed to prevent collapse during construction. An approved basket support shall be used to hold bars parallel to pavementsurface.

324.2.4 Curing Materials: Materials for curing concrete shall conform to the requirements of Section 726.

324.2.5 Joint Materials: Joint sealant shall be a one component, hot-poured type, conforming to the requirements of ASTM D-3406.

Back-up rod or tape and bond breakers provided to control the depth of sealant, achieve the desired shape factor, support sealantagainst indentation and sag, or to prevent bond of the sealant to the bottom concrete surface shall be compatible with the jointsealant material.

Other pour-type joint sealants conforming to the requirements of Subsection 729.2 may be used if approved by the Engineer.

Preformed expansion joint filler shall conform to the requirements of ASTM D-1751.

SECTION 324

324-2


324.3.1 General: Pavement shall be constructed with mechanical equipment utilizing stationary side forms or by the use ofslipform paving equipment without stationary side forms. Manual methods of placing and finishing concrete with stationary sideforms may be permitted by the Engineer for areas inaccessible for mechanical equipment.

Curbs, or combined curb and gutter, shall be constructed along the edges of all pavement where shown in the plans and shall beformed to the cross-section in accordance with the plans. Curbs may be constructed integrally with the pavement using a slipformor extrusion equipment or placed immediately after finishing operations by hand forming or using face forms. They may also beconstructed as a separate operation after pavement construction using forms, slipform, or extrusion equipment. The edge of eachgutter of the curb and gutter section built first may be used as a form in lieu of the setting of stationary side forms. Curbs, or curband gutter, constructed as a separate operation shall otherwise conform to the requirements of Section 340. All curbs and guttersshall have the same thickness as the main roadway section. All joints shall be aligned with roadway joints.

324.3.2 Equipment: Design, capacity, and mechanical condition of equipment and tools necessary for handling materials andperforming all parts of the work shall be approved by the Engineer. Equipment shall be at the jobsite sufficiently ahead of the startof concrete paving operations to permit thorough examination and approval by the Engineer prior to start of concrete paving.

Equipment used to place concrete may consist of one or more machines, shall be capable of uniformly distributing andconsolidating the concrete as it is placed without segregation and shall be capable of producing concrete pavement which willconform to the required cross-section with a minimum of hand work. The number and capacity of machines furnished shall beadequate to perform the work required at a rate equal to the concrete delivery rate.

Vibrators shall be used to consolidate concrete; the rate of vibration shall be not less than 3,500 cycles per minute for surfacevibrators and not less than 8,000 cycles per minute for internal vibrators. Power to vibrators mounted on mechanical equipmentshall be so connected that vibration ceases when forward or backward motion of the machine is stopped. Contractor shall furnisha tachometer or other suitable device for measuring and indicating the frequency of vibration.

Slipform pavers shall be equipped with high frequency internal vibrators mounted with axes either parallel or normal to pavementalignment for the full paving width. Vibrators mounted with axes parallel with pavement alignment shall be spaced at intervalsnot to exceed 24 inches, measured center-to-center. Vibrators mounted with axes normal to pavement alignment shall be spacedso that lateral clearance between individual vibrating units does not exceed 6 inches.

Slipform paving equipment which will be wholly or partially supported on subgrade shall be equipped with traveling side formsof sufficient dimensions, shape and strength to support the concrete at free edges laterally for a sufficient length of time duringplacement to produce pavement of the required cross-section, and shall be equipped and operate with automatic sensing andcontrol devices such that the machine automatically senses deviations from the established guideline and performs the necessarycorrective maneuvers to overcome variations from correct grade and alignment.

When concrete will be placed adjacent to existing pavement or curb and gutter, that part of the equipment supported on theexisting pavement or curb and gutter shall be equipped with protective pads on crawler tracks or rubber-tired wheels with bearingsurfaces offset a sufficient distance from the edge of the pavement or curb and gutter to avoid edge damage, or the surface of theexisting pavement or curb and gutter shall be otherwise protected against such damage in a manner approved by the Engineer.

324.3.3 Subgrade Preparation: Subgrade shall conform to the compaction and elevation tolerances specified for the materialinvolved, shall be kept smooth and compacted, and shall be free of all loose and extraneous material when concrete is placed.

The surface of the subgrade shall be uniformly moist when concrete is placed. The surface of the subgrade shall be moistenedimmediately prior to placement of concrete if necessary to produce a uniformly moist condition. Any excess water standing inpools or flowing on the surface shall be removed prior to placing concrete.

Construction equipment shall not operate on the subgrade in the paving lane when conditions of the job will permit operation fromoutside the lane. When job conditions make it necessary to operate equipment on the subgrade in the paving lane, suitable runwaysor other precautions shall be taken to prevent rutting or displacement of subgrade material. The grade shall be checked andcorrected immediately ahead of concrete placement and all disturbed grade shall be properly recompacted.

SECTION 324

324-3

When concrete pavement will be placed with slipform paving equipment which will be supported and operate on the subgrade,the subgrade and slipform paver track area shall be brought to proper grade and cross-section by means of a properly designedand operated machine.

324.3.4 Stationary Side Forms and Setting of Forms: Side form sections shall be straight, free from warps, bends, indentationsor other defects. Side forms shall be of metal, have a base width of at least four inches and a minimum depth equal to the thicknessof the pavement. No section shall show a variation from a true plane greater than 1/8 inch in ten feet on the top of the form or morethan 1/4 inch in ten feet on the inside face. Flexible or curved forms of proper radius shall be used for curves of 100 feet radiusor less. Suitable materials other than metal may be used to form end closures or at other locations where use of metal forms is notpractical when approved by the Engineer. Forms shall be thoroughly cleaned and oiled each time they are used.

Forms shall be of such cross-section and strength and so secured and supported on the subgrade as to resist the pressure of theconcrete when placed and the impact and vibration of any equipment they are to support without springing or settlement. Themethod of connection between sections shall be such that the joints shall not move in any direction.

Subgrade under forms shall be compacted and cut to grade so that the form when set will be uniformly supported for its entirelength at the specified elevation. Forms shall be so supported and secured during the entire operation of placing and finishing thatthey will not deviate vertically at any point more than 1/8 inch from the proper elevation. Forms shall be set to the required linesand grades well in advance and for a distance sufficient to prevent delay in placing concrete, and shall be approved by theEngineer prior to placing concrete. When any form has been disturbed or any grade has become unstable, the form shall be resetand rechecked.

Side forms shall remain in place until the day after placing concrete, and in all cases until the edge of the pavement no longerrequires the protection of the forms. Forms shall be carefully removed in such a manner as to avoid damage to the pavement. Useof pry bars between the pavement and the forms will not be permitted.

324.3.5 Placing, Spreading and Compacting: Except when otherwise approved by the Engineer, concrete shall be depositedon the subgrade and spread full width using mechanical methods that result in a minimum of handling and segregation. Necessaryhand spreading shall be done with shovels, not rakes. Placement shall be continuous between transverse joints without the use ofintermediate bulkheads.

The Contractor shall make adequate advance arrangements for preventing delay in delivery and placing of concrete. An intervalof more than 15 minutes between placing of any two consecutive batches shall constitute cause for stopping operations, andContractor shall install a construction joint in the concrete already placed at the location and of the type directed by the Engineer.

Concrete shall be deposited as near to expansion and construction joints as possible without disturbing them but shall not bedumped onto a joint assembly. Concrete shall be thoroughly consolidated against and along the faces of all forms, adjacentpavement or curb and gutter, and on both sides of all joint assemblies. Vibrators shall not be permitted to come in contact withjoint assemblies, the grade, or side forms, and shall not be operated longer than 15 seconds in any one location.

Manual methods of placing, spreading, and compacting may be used in the construction of pavement lanes of irregular width orwidths less than 10 feet, and sections of intersections or other locations with complex variable surface configurations whenpermitted by the Engineer. Workmen shall not be allowed to walk in the freshly placed concrete with boots or shoes coated withearth or other foreign substances.

324.3.6 Shaping and Initial Finishing: Concrete shall be struck off, consolidated, and float-finished with a slipform paver,mechanical finishing machine, vibrating screed, or by hand finishing methods when approved by the Engineer so that the completepavement will conform to the thickness and cross-section requirements of the plans and specifications. When the pavement beingconstructed is contiguous to existing parallel concrete pavement or curb and gutter, the elevation of the new pavement surfaceshall conform as closely as possible to the elevation of the existing pavement or gutter surface and in a manner which will preventponding.

Water shall not be applied to the pavement surface during screeding and finishing operations in excess of the amount lost byevaporation. Adding water to the surface of the concrete to assist in finishing operations shall not be permitted. When applicationsof water to the surface are required to prevent rapid evaporation of water from the surface during finishing operations, it shall beapplied as a fog spray and with approved spray equipment.

SECTION 324

324-4

324.3.6 a) Slipform Supported on Subgrade Method: The equipment shall spread, consolidate, screed and float-finish theconcrete in one complete pass of the machine. The machine shall be operated with as nearly a continuous forward movement aspossible and all paving operations shall be so coordinated as to provide uniform progress with stopping and starting of the paverheld to a minimum. Sliding side forms shall be rigidly held together to prevent spreading. Any edge slump of the pavement,exclusive of edge rounding, in excess of 1/4 inch shall be corrected.

No abrupt changes in longitudinal alignment of the pavement will be permitted. The horizontal deviation shall not exceed 1 inchfrom the alignment established by the Engineer.

While concrete is being spread, compacted and shaped, vibrating units shall be operated within fresh concrete so that thelongitudinal axis, at the center of each unit, is not more than 6 inches above the top of the subgrade. Amplitude of vibration shallbe sufficient to be perceptible on the surface of concrete along the entire length of vibrating units and for a distance of at least onefoot therefrom.

324.3.6 b) Mechanical Equipment Supported on Fixed Form Method: When concrete is spread without the use of internalvibration, the finishing machine shall be equipped with vibrating equipment that will internally vibrate the concrete for the fullpaving width and with not less than two oscillating or reciprocating screeds. Concrete shall be struck off and consolidated so thatthe surface will conform to the finished grade and cross-section shown on the project plans and with sufficient material on thesurface for floating operations.

After the concrete has been struck off and consolidated, it shall be floated with a longitudinal float of a type approved by theEngineer.

A slipform paver or a single machine which will effectively spread, consolidate, screed, and float in one operation may be usedin lieu of separate finishing and floating equipment.

324.3.6 c) Manual Methods with Fixed Forms: Concrete shall be deposited, spread and struck off to such an elevation that,when properly consolidated, the surface will conform to the required lines and grades. Concrete shall be consolidated by internalvibration as it is struck off with a screed. A slight excess of concrete shall be kept in front of the screed at all times during thestrike-off operation.

After consolidation and screeding, concrete shall be tamped to the proper surface elevation and cross-section using either a heavyplank with a length in excess of the width of pavement being placed by one foot or more, or with a mechanical vibrating unitspanning the full width between forms. The tamping plank, if used, shall be stiffened as necessary to prevent sag and shall havethe lower tamping edge shod with metal. The tamping plank shall be moved forward with a combined vertical tamping andlongitudinal screeding motion so that the concrete will be thoroughly consolidated and the surface screeded to the requiredelevation. A small surplus of concrete shall be kept in front of the tamper or vibrating unit. Tamping or vibrating shall continueuntil the specified cross-section is obtained and the mortar flushed slightly to the surface. On grades in excess of 5 percent asecond strike board shall follow from 25 to 50 feet behind the tamper or vibrating unit and shall be used in the same manner toremove waves caused by the flow of concrete behind the first strike board.

Other methods than the tamping plank may be utilized for screeding when approved by the Engineer.

Pavement shall be finished smooth and true to grade with suitable manually operated floats or powered finishing equipment.

324.3.7 Final Finishing: After the pavement has been float finished, it shall be scraped with a 10-foot long straightedge equippedwith a handle to permit operations from the edge of the pavement, and excess water and laitance shall be removed from thesurface. The straightedge shall be operated parallel to the centerline of the pavement and shall be moved forward one-half lengthafter each pass. Irregularities shall be corrected by adding or removing concrete, and disturbed places shall be againstraight-edged.

Long-handled wood floats shall be used only in areas not accessible to finishing equipment and in emergencies, and use of suchfloats shall be confined to a minimum.

SECTION 324

324-5

The addition of water to the surface of the concrete to assist in finishing operations shall not be permitted unless approved by theEngineer. When addition of water to the surface is permitted to prevent rapid evaporation of water from the surface during finish,it shall be applied as a fog spray with approved spray equipment.

Pavement edges and joints shall be edged in accordance with details shown on the project plans or as directed by the Engineer.

In advance of curing operations, pavement shall be given a texturing. Texturing shall be performed with an artificial turf drag witha board added to assure the weight needed to obtain an approved surface. Artificial turf shall be a molded composite structure withpolyethylene face, nylon and polyester backing, a pile height of 0.85 inches, and total weight of 75 oz./sq. yd. The approvedsurface will be made by the Engineer on the initial construction and shall not be changed without approval. Each time theconstruction is stopped or cause the texturing to stop, the artificial turf must be shaken clean before continuing.

324.3.8 Curing: Curing shall begin immediately following surface texturing and edging. Contractor shall have at hand and readyto install before concrete placement begins the materials and equipment needed for adequate curing.

After finishing operations have been completed, the newly placed concrete shall be cured by moist curing methods, by applicationof a white liquid membrane compound, or by a combination of these methods. All surfaces not covered by reasonably waterproofforms shall be kept damp by applying water with a nozzle that so atomizes the flow of water that a fog mist and not a spray isformed until the surface is covered with liquid membrane compound, the surface has hardened sufficiently to permit sprinklingof the surface, or moist curing by covering with wet burlap or other approved materials can be initiated. Moisture from the nozzleshall not be applied under pressure directly upon the concrete and shall not be allowed to accumulate on the concrete in a quantitysufficient to cause a flow and erode the surface. Moist curing shall be continued until liquid membrane curing compound or othertype of curing membrane is applied.

Membrane curing compound shall be applied to all pavement by automatic mechanical method from a construction bridge.

The edges of concrete slabs exposed by the removal of forms shall be protected immediately to provide these exposed surfaceswith continuous curing treatment equal to the method selected for curing the pavement surface.

The membrane method of curing may be applied behind the final finishing operation after all free water has disappeared from thesurface. Complete and uniform coverage at the rate of one gallon per 100 square feet, or as otherwise recommended by themanufacturer, shall be required. Compound shall be kept agitated to prevent pigment from settling.

324.3.9 Joints:

324.3.9.1 General: Joints shall be provided in the pavement of the type, dimensions and at the locations as indicated in the plansor as specified herein.

Joints in concrete pavement will be designated as transverse expansion joints, longitudinal or transverse construction joints,longitudinal or transverse weakened plane joints, or isolation joints. The faces of all joints shall be perpendicular to the pavementsurface. Joints shall be constructed in accordance with the details shown in the plans and in accordance with the followingprovisions.

At all times prior to acceptance of the construction, joints shall be maintained clean and free of all soil, gravel, and other foreignmaterial except approved types of joint filler materials.

324.3.9.2 Longitudinal Joints: Longitudinal joints shall be weakened plane or construction joints. Longitudinal weakened planejoints shall be constructed by sawing or by insertion of a parting strip in the plastic concrete to be left in place. Longitudinalconstruction joints shall be constructed with tie bars or keyways as indicated in the plans.

324.3.9.3 Transverse Joints: Transverse joints shall be weakened plane, construction or expansion joints. All transverseweakened plane joints will be constructed by sawing and in accordance with the details shown in the project plans. Transverseconstruction joints shall be constructed with dowels or with sawed keyways and in accordance with the details shown in the projectplans. Transverse expansion joints shall be constructed as butt joints with vertical expansion joint filler and with or without dowelbars in accordance with the details shown in the project plans. Dowel bars shall be supported on a basket-type system with a baseplate on subgrade and up the side form to prevent material from entering dowel openings.

SECTION 324

324-6

324.3.9.4 Joint Location: Longitudinal joints shall be constructed between traffic lanes and at other locations as indicated inthe project plans.

Transverse construction joints shall be constructed at the end of a day's production or when placing of concrete is discontinuedfor more than 45 minutes. Transverse construction joints will not be allowed within 500 feet of a structure unless otherwiseapproved by the Engineer.

Transverse weakened plane joints in concrete placed in lanes adjacent to previously placed concrete shall be located to align withweakened plane joints in the adjacent lanes. No transverse weakened plane joint shall be constructed within 6 feet of anothertransverse joint. When the planned spacing of transverse weakened plane joints results in location of a weakened plane joint within6 feet of another transverse joint, the transverse weakened plane joint shall be relocated so it is not within 6 feet of said transversejoint.

Transverse expansion joints shall be located at the junction of the normal roadway pavement slab with bridge approach slabs andat other locations as shown on the plans.

Isolation joints shall be provided around manholes, catch basins, or other elements which extend into or project through thepavement and act as point of restraint to horizontal or vertical movement of the pavement.

324.3.9.5 Construction of Joints:

324.3.9.5.1 Sawed Joints: Sawed joints shall be constructed by cutting a groove in the pavement using a single or multiple-bladepower saw. The groove shall be cut to the dimensions shown on the project plans. Suitable guidelines or devices shall be usedto assure joints are cut true to the lines as shown on the project plans.

If joints are sawed in stages, the initial saw cut shall be of the minimum width specified and sawed to the required depth shownon the project plans. The depth of the initial saw cut in the construction of weakened plane joints shall be a minimum of 1/4 ofslab thickness.

Sawing of weakened plane joints shall be done before uncontrolled cracking takes place, and after the concrete has hardened tothe extent that tearing or raveling of the edges of the saw cut is not excessive. The exact time for all sawing shall be determinedby the Contractor when not otherwise specified herein.

Any procedure for sawing joints that results in premature, uncontrolled cracking shall be revised immediately. The Contractorshall be responsible for replacing or repairing areas containing uncontrolled cracking and for repairing spalled or chipped concretealong the edges of sawed joints as directed and to the satisfaction of the Engineer.

After saw cutting of the joint and just prior to sealing the joint, the internal joint surfaces shall be cleaned of all dirt, curing andcompound residue, laitance and other foreign materials. The internal joint surface shall be defined as the sawed portion of the jointand the resultant crack for the full depth of the pavement.

324.3.9.5.2 Construction Joints: Longitudinal and transverse construction joints shall be of the type and formed in accordancewith the details shown on Detail 224 or as directed by the Engineer.

324.3.9.5.3 Expansion and Isolation Joints: Transverse expansion and isolation joints shall be formed in accordance with thedetails shown on Detail 224 or as directed by the Engineer.

324.3.9.5.4 Sealing of Joints: Sealing of sawed joints where required shall be completed prior to the opening of the pavementto traffic unless otherwise approved by the Engineer. When delayed sealing of sawed joints is permitted, saw cuts and formedrecess to be filled with sealant shall be protected to ensure thorough curing of the concrete along the edges of the joint recessesand to prevent entry of foreign materials into the joint. At the Contractor's option, inert compressible joint filler material such asplastic backer rod or upholstery cord may be inserted into joints immediately after sawing or forming of the joint recess to providecuring protection and prevent entry of foreign material. If absorptive filler material is used, it shall be thoroughly moistened eitherbefore or immediately after installation in the sawed groove. When filler material is rope, or similar material which does not fillthe entire depth of sawed groove, it shall be depressed not less than 1/2 inch below the pavement surface before the pavement isopened to traffic.

SECTION 324

324-7

Sealant shall be applied in accordance with the sealant manufacturer's recommendations. A primer shall be furnished and appliedafter the joint has been cleaned and prepared to receive sealant if so indicated in the manufacturer's recommendations.

Prior to the application of the sealant, an approved type of inert, compressible joint filler material such as plastic backer rod orupholstery cord, or an approved type of bond breaker, shall be inserted along the joint in accordance with the details shown onthe project plans. The joint shall then be filled with sealant to a level not less than 1/8 inch or more than 1/4 inch below theelevation of the pavement surface adjacent to the joint edge.

The equipment used to apply sealant shall be as recommended by the sealant manufacturer. Sealant shall not be spilled on thesurface of the concrete pavement, and Contractor shall remove any sealant inadvertently spilled on the pavement surface.

324.3.9.5.5 Repair of Cracks, Spalls, Raveling and Tearing: Contractor shall be responsible for replacing or repairing all areasof pavement containing uncontrolled cracking, surface spalls, or other types of surface defects as directed by the Engineer. Repairsshall be made by methods acceptable to the Engineer and the repair shall be completed to the satisfaction of the Engineer.

324.4 Tests of Finished Pavement:

324.4.1 Smoothness: The pavement Surface Profile Index shall not exceed seven inches per mile in any 0.1 of a mile section orany remaining portion thereof as measured along any line parallel to the edge of the pavement except at and through intersections,and at and through railroad crossings. The surface profiles will be evaluated in accordance with the requirements of ArizonaDepartment of Transportation Test Method 801.

After completion of all paving, the Contractor shall clean the pavement by brooming or any other method to allow the Engineerto obtain accurate profilograph readings. Profilograph readings will be taken one time in each wheel path of each lane.

Grinding will be required if necessary to produce a surface smoothness conforming to the requirements of this section. In addition,all high areas having deviations in excess of 0.3 of an inch shall be ground. After grinding, the finished surface of the ground areashall be provided with a uniform texture acceptable to the Engineer. The method of texturing shall be approved by the Engineer.

In addition to the Surface Profile Index requirement, the pavement surface including pavement in intersections will be tested witha ten-foot straight-edge placed parallel to the centerline of the pavement in each lane. Ordinates measured from the face of thestraight-edge to pavement surface shall at no place exceed one-quarter inch. Areas that do not meet the required surface accuracyas determined by straight-edge testing shall be marked, and Contractor shall at his own expense and as required by the Engineereither:

(1) Grind down areas higher than 1/4 inch but not more than 1/2 inch above the correct surface.

(2) Correct areas lower than 1/4 inch but not lower than 1/2 inch below the correct surface by grinding down the adjacentareas.

(3) Break out and replace pavement when the deviation exceeds 1/2 inch from the correct surface. Area replaced shall beof a length, width and depth as required to allow formation of a new slab of the required quality.

324.4.2 Pavement Thickness: Concrete pavement shall be constructed in accordance with the thickness requirements of the plansand specifications. Tolerances for base and subgrade construction and other provisions of these specifications which may affectthickness shall not be construed to modify such thickness requirements.

For the purpose of determining acceptability for thickness, cores shall be drilled by the Contractor at the locations specified bythe Engineer. Cores shall have a minimum diameter of four inches. Length of cores will be determined in accordance with therequirements of AASHTO T-148 by measurements read to the nearest thousandth of an inch. The average of the measurementswill be reported to the nearest hundredth of an inch.

SECTION 324

324-8

In calculating average length, cores which have a length in excess of the thickness specified by more than 0.25 of an inch will bedeemed to have a length of the specified thickness plus 0.25 of an inch. Field length measurements will be acceptable in lieu ofaverage length measurement in accordance with the requirements of AASHTO T-148, provided the original core in any secondaryunit meets or exceeds the specified thickness. Measurements in accordance with the requirements of AASHTO T-148 will berequired on any questionable thickness measurements and on the three cores used to determine the average length for payment,regardless of length.

A primary unit of pavement shall be the area of pavement placed in each day's paving operation. Each intersection or specialsection shall be considered as a primary unit.

A secondary unit of pavement shall consist of 1,000 linear feet, or fraction thereof, of each traffic lane. Each 1,300 square yardsof pavement in intersections, etc., shall be considered a secondary unit regardless of when the concrete was placed.

One core shall be drilled in each secondary unit. If the length of that core is not deficient by more than 0.25 of an inch, thatsecondary unit will be measured for payment at 100 percent. If the length of that core is deficient by more than 0.25 of an inchbut less than 1.0 inch, two additional cores shall be drilled within that secondary unit and the length of the three cores averaged.If the average length is not deficient by more than 0.25 of an inch, that secondary unit will be measured for payment at 100percent. If the average length of the three cores is deficient by more than 0.25 of an inch, that secondary unit will be measuredfor payment in accordance with the requirements of Table 324-1.

If the core in the secondary unit is deficient by more than 1.00 inch, that core will not be used in determining the average thicknessof that secondary unit. Additional cores shall be drilled at intervals not to exceed ten feet in each direction from the deficient core,parallel to the main-line centerline, until one core is obtained in each direction which is not deficient by more than 1.00 inch. Thepavement between these two cores will be evaluated separately from the balance of the pavement in that secondary unit. The limitsfor evaluation shall be between the longitudinal weakened plane or construction joint on each side of the core and between thenext transverse weakened plane, construction, or expansion joint beyond each of the last two cores. Unless the Engineer allowsthe pavement to remain, it shall be removed and replaced with pavement of the specified thickness and no payment will be madefor the removal pavement. One additional core shall be drilled in the secondary unit to represent the quality of the concrete in thatunit after deducting the limits of the deficient area if that pavement represented by the deficient area is allowed to remain. Thecore shall be measured for payment as hereinbefore specified.

If the pavement in the deficient area is removed, either by the order of the Engineer or at the option of the Contractor, it shall beremoved between the limits of the evaluation. After the pavement has been replaced, one core shall be drilled at random in thatsecondary unit after deducting the area of the replaced pavement and one core shall be drilled in the new pavement. Pavementrepresented by the core drilled in the secondary unit, less the replaced pavement, will be measured for payment as hereinbeforespecified. The core drilled in the replaced pavement shall be not less than the specified thickness, otherwise that pavement willnot be measured or paid for.

At all locations where cores have been drilled, the resulting holes shall be filled with concrete in a manner satisfactory to theEngineer.

324.5 PROTECTION OF PAVEMENT:

The Contractor shall be responsible for taking adequate steps to protect concrete placed during rain, hot or cold weather as definedin ACI Standards. Any concrete damaged by rain or extreme temperatures shall be removed and replaced at the Contractor'sexpense.

When ordered by the Engineer, pavement crossings shall be constructed for the convenience of public traffic. Where motorvehicles are encountered, a temporary bridge to span the newly placed concrete will be provided.

No traffic or Contractor's equipment, except as hereinafter provided, will be permitted on the pavement until the concrete hasdeveloped a compressive strength of 3500 psi.

Equipment for sawing joints will be permitted on the pavement when, in the Contractor's judgment, the concrete has developedsufficient strength to support the equipment without damage to the concrete. In case of visible cracking or other damage to thepavement, operation of the equipment on the pavement shall be immediately discontinued.

SECTION 324

324-9

Any damage to the pavement resulting from early use of pavement by the Contractor's equipment shall be repaired by theContractor at his expense.

324.6 METHOD OF MEASUREMENT:

Portland cement concrete pavement will be measured by the square yard. Any opening in excess of one square yard will not bemeasured for payment.

324.7 BASIS OF PAYMENT:

The accepted quantities of portland cement concrete pavement, measured as provided for herein, will be paid for at the contractunit price complete in place, except that where the average length of cores indicates pavement deficient in thickness by more than0.25 of an inch but not more than 1.00 inch, payment will be made as specified in Table 324-1. Payment will be made to thenearest cent.

No additional payment will be allowed for pavement constructed in excess of the thickness specified on the project plans.

TABLE 324-1

PAVEMENT THICKNESS PAYMENT REDUCTION (AC)

Core Thickness, Less Than SpecifiedThickness, Inches

Percent of Contract Unit PriceAllowed

0.00 to 0.25 100

0.26 to 0.35 93

0.36 to 0.45 85

0.46 to 0.55 75

0.56 to 0.75 63

0.76 to 1.00 50

SECTION 327

327-1

HOT IN-PLACE RECYCLING

327.1 DESCRIPTION

This work shall consist of rehabilitating the surface layer of existing asphalt concrete pavement. Rehabilitation shall beaccomplished with specially designed equipment in a simultaneous multistep process of heating, scarifying, applying an asphaltrecycling agent and thoroughly remixing and reshaping the old asphalt concrete surface, and then placing an overlay of new hotmix asphalt concrete in compliance with the lines, grades, thickness and typical cross sections shown on the plans. NOTE: Thiswork shall be performed with a single machine that heats, scarifies, recycles and spreads new asphalt concrete hot mix, all in onecontinuous pass. Additional preheaters may be utilized to achieve specified depth and temperature. 327.2 MATERIALS:

Asphalt Recycling Agent used to restore the existing pavement shall be approved by the Engineer prior to use. A manufacturer'scertification shall be submitted for each load of recycling agent delivered to the project.

Hot Mix Asphalt Concrete (HMAC) shall meet the requirements of section 710.

327.3 EQUIPMENT

The Contractor shall specify, in the bid proposal, the type of equipment intended for use. The equipment shall be on the projectin operating condition a minimum of 2 days before beginning operations to allow evaluation by the Engineer. The Engineerreserves the right to reject equipment deemed not suitable for the intended purpose, at no additional cost to the Agency.

The recycling equipment shall meet the following minimum requirements:

Repaver: The equipment for this work shall be a self-contained, self-propelled, automated unit capable of heating, scarifying (ormilling), mixing, redistributing and leveling the existing asphalt concrete pavement to the specified depth, all in a single pass.

It shall have a means of automatically applying an asphalt recycling agent at a uniform rate as shown on the plans, specialprovisions, or as requested by the Engineer. It shall be capable of applying a new HMAC layer over the hot, partially compactedrecycled mixture.

Heating Unit: This unit shall be hooded to prevent damage to adjacent property, including trees and shrubs. It shall be capableof heating the pavement surface to a temperature high enough (375/ - 400/ F.) to allow scarification to the required depth withoutbreaking aggregate particles or charring the pavement surface.

Scarifying or Milling Units: The sacrificers or rotary millers shall be able to penetrate the pavement surface to a depth shown, upto a maximum of one inch in one pass. Sacrificers or millers shall be equipped with separate, automatic height adjustments whichallow clearance over manholes and other obstructions.

Recycling Agent Applicator: This system shall automatically add recycling agent to the scarified material at a uniform rate asshown on the plans, special provisions or as requested by the Engineer. The application rate shall be synchronized with themachine's forward speed to maintain a tolerance, within 5% of the specified rate.

Conveying System: Shall consist of a receiving hopper and conveying system to collect and transport new hot mix asphalt concretematerial to the finishing unit.

Recycling Unit: A system that mixes, distributes and levels the scarified material over the width processed to produce a uniformcross-section of recycled material.

Finishing Unit: This unit shall have automatic screed controls to produce a surface conforming to that shown on the plans. Theunit shall be capable of producing a uniform slope, grade and texture.

SECTION 327

327-2


The pavement to be treated shall be cleaned of trash, debris, earth or other deleterious substances present in sufficient quantityto interfere with the work to be performed.

The heating shall be sufficient to soften the pavement to the extent that it can be scarified or milled to the depth specified. Dueto the varying properties of the existing asphalt pavement, depth of the scarification material may be varied, if requested by theEngineer. Heating shall be done in a manner that will assure uniform softening and will not char the asphalt.

The Contractor shall be responsible for protecting the area adjacent to the work from heat damage. If damage occurs, theContractor shall replace all damaged areas, landscape, curb, parked vehicles, etc. at not cost to the Agency.

To provide a welded longitudinal joint, the standing edge of the adjoining asphalt pavement shall be fully heated to a width at least2 inches beyond the width to be scarified and recycled.

Immediately following heating, the pavement surface shall be scarified (or milled) to the specified depth. The scarified materialshall have a temperature between 225/ F. and 265/ F. unless otherwise requested by the Engineer. The material shall be leveled,mixed and treated with a recycling agent. The application rate shall be as shown on the plans, special provisions or as requestedby the Engineer. Application rate for the recycling agent may be adjusted as necessary to maintain a uniform mixture.

The reclaimed material shall be gathered by a leveling device and spread to a uniform depth over the width being processed. Afterit is placed and while it still has a residual temperature of at least 190° F., a layer of new HMAC conforming to the job mixformula shall be placed over it. The application rate of new material shall be sufficient to provide the required pavement thickness.

Construction, compaction and smoothness of the surface shall be in accordance with Section 321 except as modified in this section


This work shall not be done when it is raining or if there is a threat of rain. The ambient temperature shall be at least 50/ F. andrising and the application shall cease when the temperature reaches 55/ F. and falling.

327.6 AIR QUALITY:

The equipment and process shall meet all Arizona Department of Environmental Quality (ADEQ) and County air qualityregulations and the Contractor shall have the appropriate ADEQ air quality control permit prior to the issuance of the notice toproceed.

327.7 MEASUREMENT:

Pavement Recycling will be measured by the square yard completed and accepted. Recycling Agent will measure by the gallonof actual material used in place. Hot Mix Asphalt Concrete (HMAC) will be measured by the ton in place.

327.8 PAYMENT:

The accepted quantities of pavement recycling will be paid at the contract unit price per square yard. Payment shall includecleaning the existing pavement surface and heating, scarifying, redistributing, leveling and compacting HMAC pavement.

Asphalt Recycling Agent will be paid for by the gallon used in place.

Hot Mix Asphalt concrete (HMAC) will be paid for by the ton used in place.

SECTION 329

329-1

TACK COAT

329.1 DESCRIPTION:

Tack coat for bituminous paved surfaces shall consist of the application of emulsified asphalt as specified in Section 713.

329.2 PREPARATION OF SURFACE:

Surfaces to be treated shall be cleaned of all loose material as specified in Section 330.

329.3 APPLICATION:

Tack coat shall be diluted in the proportion of 50 percent water and 50 percent emulsion and applied at the rate of 0.05 to 0.10gallons per square yard. Application shall be made in advance of subsequent construction as ordered by the Engineer.

329.4 EQUIPMENT:

Tack coat shall be applied by distributor trucks designed, equipped, maintained and operated in accordance with Section 330.Hand spray by means of hose or bar through a gear pump or air tank shall be acceptable for resurface work, corners or tackingof vertical edges. Care shall be taken to provide uniform coverage. Equipment that performs unsatisfactory shall be removed fromthe job.

329.5 PROTECTION FOR ADJACENT PROPERTY:

According to Section 333.

329.6 MEASUREMENT:

Bituminous emulsion that is diluted prior to application will be measured by the ton of diluted material. Any conversion fromvolumetric quantities shall be in accordance with Section 713.

329.7 PAYMENT:

Payment for the emulsified bituminous tack coat will be by the ton, diluted.

SECTION 330

330-1

ASPHALT CHIP SEAL

330.1 DESCRIPTION:

This work shall consist of the application of a bituminous material followed by the application of a cover material.

330.2 MATERIALS:

330.2.1 Asphalt: The type of grade of the bituminous material will be specified in the contract documents.

Paving grade asphalt shall meet the requirements to Section 711.

Liquid Grade asphalt shall meet the requirements of Section 712.

Emulsified asphalt shall meet the requirements of Section 713.

330.2.2 Aggregate: The cover material (chips) shall meet the requirements of Section 716. Gradation of the chips shall be asspecified in Table 716-1 or Table 716-2.

330.3 TIME OF APPLICATION AND WEATHER CONDITIONS:

Chip seal shall not be applied for at least 7 days after completion of new bituminous paving.

The chip seal shall be placed only when the roadway surface is dry and there is no imminent threat of rain. The ambienttemperature must be at least 60°F. and rising.

Caution should be exercised in the placement of asphalt chip seal between the dates of Oct. 1 and April 1.


330.4.1 Preparation of surfaces: Immediately before applying the bituminous material, the area to be surfaced shall be cleanedof dirt and other objectionable material. In urban areas, the surface shall be cleaned with a self-propelled pickup sweeper. In ruralareas, power brooms may be used. When necessary, cleaning shall be supplemented by hand brooms.

The bituminous material shall not be applied until an inspection of the surface has been made by the Engineer and he hasdetermined that it is suitable.

For chip seals using paving grade asphalt as the binder, a bituminous tack coat shall be applied prior to sealing. The tack coat shallcomply with Section 329. The exact rate shall be determined by the Engineer.

330.4.2 Application of Bituminous Material: The bituminous material shall be applied as soon as possible after preparationof surfaces. At the time of application, temperatures of the asphalt shall be within the ranges specified in Table 330-1 and Table330-2 or in Sections 711, 712 & 713 for each specified asphalt type. The Engineer may require a specific temperature within theranges.

The quantity of liquid or emulsified asphalts will be between the range of 0.20 and 0.40 gals./sq. yd. The quantity of paving gradeasphalt will be between the range of 0.17 and 0.31 gals./sq. yd. The exact rate of application will be determined by the Engineer.

The bituminous material shall be placed using a distributor as specified in Section 330. Application methods shall insure that auniform distribution is obtained over the area to be sealed.

The chips shall be spread before the bituminous material sets. The maximum distance that the bituminous material is applied inadvance of the chips will be determined by the Engineer.

SECTION 330

330-2

TABLE 330-1

APPLICATION TEMPERATURES OF LIQUID ASPHALTS

All typesof

Liquid AsphaltDistributor ApplicationTemperature, Degree F.

Min. Max.

70 105 175

250 140 225

800 175 255

3000 215 290

TABLE 330-2

APPLICATION TEMPERATURE OF EMULSIFIEDASPHALTS

Gradeof

Emulsified AsphaltsDistributor ApplicationTemperature, Degree F.

Min. Max.

RS-1, CRS-1, CRS-1h 75 140

RS-2, CRS-2, CRS-2h 125 185

SS-1, CSS-1 75 130

SS-1h, CSS-1h 75 130

The surfaces of structures, trees and shrubbery adjacent to the areas being seal coated shall be protected in such manner as toprevent their being spattered with bituminous material or marred. The Contractor shall be responsible for all damage to suchstructures or landscaping.

330.4.3 Application of Cover Material: Immediately following the application of the bituminous material, the chips shall bespread with a self-propelled mechanical spreader. The chip spreading equipment shall be capable of applying a uniform applicationof cover material. The self-propelled requirement may be waived for projects under 10,000 sq. yds.

At the time of application, precoated aggregate shall be within the temperature range of 250 degrees F. and 350 degrees F.measured at a point 6 to 12 inches below the top of the load.

At the time of application, uncoated chips shall not contain moisture in excess of a saturated, surface dry condition when liquidor paving grade asphalt are used as the seal coat binder.

At the time of application, chips shall be surface wet but free from running water when emulsified asphalt is used as the seal coatbinder.

The precise application rate for cover material will be determined by the Engineer within the ranges of 15 to 25 pounds per squareyard for the 1/4 in. size and 20 to 30 pounds per square yard for the 3/8 in. size.

When so directed by the Engineer and within 48 hours after application of the precoated chips, all chipped surfaces on majorstreets shall receive a flush coat in accordance to Section 333. The exact rate of application shall be as directed by the Engineer.

SECTION 330

330-3

330.4.4 Rolling: Immediately following the application of the cover material, the surface shall be rolled with self-propelledpneumatic-tired rollers. Three coverages shall be made with a pneumatic roller. Each roller shall carry a minimum of 2,000 poundson each wheel and a minimum of 60 psi in each tire. The roller shall not travel in excess of 12 miles per hour. A minimum of 3self-propelled pneumatic rollers shall be required for projects over 10,000 sq. yds. On projects under 10,000 sq. yds., one rollermay be used provided it performs the same number of coverages.

330.4.5 Joints: All joints shall be constructed as approved by the Engineer such that there be a uniform application of covermaterial and bituminous material.

330.4.6 Surplus Aggregate Removal: Surplus aggregate shall be removed from the surface using methods specified insubsection 330.4.1 and stockpiled in the location indicated on the plans or as directed by the Engineer. In no event shall surplusaggregate be left on the pavement for more than 1 day (24 hours).

330.4.7 Distributing Equipment: Distributor trucks shall be of the pressure type with insulated tanks. Gravity distributors willnot be permitted.

Spray bars and extensions shall be of the full circulating type. The spray bar shall be adjustable to permit varying height abovethe surface to be treated.

The nozzle spacings, center to center, shall not exceed 6 inches. The valves shall be operated so that one or all valves may bequickly opened or closed in one operation. The valves which control the flow from the nozzles shall be of a positive acting designso as to provide a uniform, unbroken spread of bituminous material on the surface.

The distributor shall be equipped with devices and charts to provide for accurate, rapid determination and control of the amountof bituminous material being applied. The distributor shall be equipped with a tachometer of the auxiliary wheel type registeringspeed in feet per minute. The distributor shall also be equipped with pressure gauges and an accurate thermometer fordetermination of the temperature of bituminous material. The spreading equipment shall be designed so that uniform applicationof a bituminous material can be applied in controlled amounts ranging from 0.05 to 2.0 gallons per square yard. Transversevariation rate shall not exceed ten (10) percent of the specified application rate. The distributor shall be equipped with a hose andnozzle attachment to be used for spotting skipped areas and areas inaccessible to the distributor. Distributor and booster tanks shallbe maintained as to prevent dripping of bituminous material from any part of the equipment.

Equipment that fails to perform satisfactorily shall be removed from the job.

330.5 TRAFFIC:

Traffic will not be permitted on the surface until the cover aggregate has set. Traffic control shall be in accordance with Section401 as supplemented by the Contracting Agency.

When using paving grade or liquid grade asphalt chip seal, the speed limit must be maintained at 25 mph for all equipment andtraffic until the cover material is swept.

When using emulsified asphalt chip seals, only emergency or local access traffic will be allowed until the seal coat has had timeto set.

330.6 MEASUREMENT:

Certified weight slips of all material shall be delivered to the Engineer before the materials are applied. Certified weight slips ofany material being weighed back in for credit shall be delivered to the Engineer the next day.

330.7 PAYMENT:

Quantities of materials for this work will be paid for at the contract unit price.

(A) Asphalt Cement, Liquid Asphalt, Emulsion, Diluted Emulsion Ton(B) Chips Ton

There will be no payment for materials not placed in accordance with this specification.

SECTION 332

332-1 Revised 1999

ASPHALT EMULSION SLURRY SEAL COAT

332.1 DESCRIPTION:

The work covered by this specification consists of furnishing all labor, equipment, and materials necessary to perform alloperations required for the application of an asphalt emulsion slurry surface.

NOTE . . . THESE SPECIFICATIONS DO NOT COVER THE APPLICATION OF COAL TAR SLURRY SEALS.

332.2 MATERIALS:

The asphalt emulsion material, mineral aggregate and mineral filler shall be as specified in Section 715.

332.3 DETERMINATION OF JOB MIX:

The job mixture shall be designed to provide a suitable surface for traffic conditions, climate and curing. All materials shall bepre-tested in a qualified laboratory to determine their suitability for use in the slurry seal. The Wet Track Abrasion Test(W.T.A.T.) will be used for design purposes to establish the mix design to be used in the specified slurry seal.

The test will show a maximum wear loss of 75 grams per square foot. Samples of materials to be used on the job shall be usedto run the W.T.A.T. The test will be performed in accordance with ASTM D-3910 Design Testing and Construction of Slurry Seal.

332.3.1 Composition of Slurry Seal Mixtures: The job mixture shall conform to the requirements of the contract documents.The mixture shall attain an initial set in not less than 5 minutes nor more than one hour. In cases where the surface is not criticalto be open to traffic, a longer set time may be allowed, however not to exceed 12 hours. The setting time may be adjusted by theaddition or removal of approved mineral fillers or chemical agents. The mixture shall be one of three types whose combinedaggregates conform to the gradation requirements of Table 715-1. The mixture shall be sufficiently free flowing to fill cracks inthe pavement. The mixture shall not segregate during or after laydown. The mixture shall produce a skid-resistant surface.

332.3.2 Trial Applications: The Contractor shall place a test strip of 60 square yards in the area designated by the Engineer. Thetest section shall be placed using the same equipment and methods as will be used on the job. The slurry mixture placed in a teststrip shall conform to the design mix as determined by the W.T.A.T. with minor variations to obtain crack filling, set time,pavement bond and a skid resistant texture. If the materials do not meet the requirements for fluidity, non-segregation, or surfacetexture, a new job mix shall be formulated and tested. Work shall not proceed before approval of design mix and acceptancefollowing the placing of a test strip.

332.4 EQUIPMENT:

332.4.1 General: When requested by the Engineer, descriptive information on the slurry seal mixing and applications equipmentto be used will be submitted for approval no less than 7 days before the work starts.

332.4.2 Self Contained Slurry Machine: The mixing machine will be a continuous flow type. It will be capable of accuratelydelivering a predetermined proportion of pre-wetted aggregate, mineral filler, water and asphalt emulsion to the mixing chamberand discharging the thoroughly blended mixture on a continuous basis. The mixing machine will be equipped with a mineral fillerfeeder. The feeder will have an accurate metering device or method to introduce a predetermined proportion into the mixer. Thefiller will be introduced into the mixing chamber at the same time and location as the aggregate.

The mixing machine will be equipped with a water pressure system and fog-type spray bar, adequate for complete water foggingof the surface to be sealed.

The mixing machine will be mounted on a truck or other vehicle capable of producing evenly controlled low rates of speedthroughout the operation to ensure the slurry is spread evenly and all cracks are filled.

SECTION 332

332-2Revised 1999

332.4.3 Slurry Spreading Equipment: Attached to the mixer machine shall be a mechanical type squeegee spreader equippedwith flexible material in contact with the surface to prevent loss of slurry from the distributor. It shall be maintained to preventloss of slurry on varying grades and crown by adjustments to assure uniform spread. There shall be a steering device and a flexiblestrike-off. The spreader box shall have an adjustable width. The box shall be kept clean. Build-up of asphalt and aggregate on thebox shall not be permitted. The use of burlap drags or other drags shall be approved by the Engineer.

332.4.4 Rollers: Rollers shall be approved by the Engineer.

332.4.5 Cleaning Equipment: Power brooms, pick-up brooms, air compressors, water flushing equipment, and hand broomsshall be suitable for cleaning the surface and cracks of the old surface.

332.4.6 Auxiliary Equipment: Hand squeegees, shovels, and other equipment shall be provided as necessary to perform thework.

332.5 PREPARATION OF THE SURFACE:

332.5.1 Immediately before applying the slurry, the area to be surfaced shall be cleaned of dirt, loose material, and otherobjectionable material. In urban areas, the surface shall be cleaned with a self-propelled pick-up sweeper. In rural areas, powerbrooms may be used. When necessary, cleaning shall be supplemented by hand brooms. Water flushing will not be permitted inareas where cracks are present in the pavement surface.

The slurry shall not be applied until an inspection of the surface has been made by the Engineer and he has determined that it issuitable.

332.5.2 Tack Coat: When specified, a tack coat shall be applied in accordance with Section 329 using the same type and gradeof asphalt emulsion as specified for the slurry seal.

332.5.3 Water Fogging: When required by local conditions, the surface, directly ahead of the slurry box, shall be pre-wettedby fogging. The fogging shall be accomplished in such a manner that the entire surface is damp with no apparent flowing wateror puddles.

332.6 WEATHER LIMITATIONS:

The slurry seal shall not be applied unless the pavement temperature is at least 45°F. and rising. The mixture shall not be appliedduring unsuitable weather.

332.7 PROTECTION OF UNCURED SURFACE:

Adequate methods such as barricades, flagmen, pilot cars, etc., shall be used to protect the uncured slurry surface from all typesof traffic.

332.8 MIXING AND APPLICATION:

The mixing time shall not exceed four minutes. Excessive mixing will not be allowed. The resulting mixture shall have the desiredconsistency, when placed on the surface. If breaking, hardening, segregation, balling or lumping occurs during the mixing process,the batch will be discarded.

A sufficient amount of slurry shall be carried in all parts of the spreader at all times so that a complete coverage is obtained.

No streaks caused by oversized aggregate shall be left in the finished surface. Build-up on longitudinal and transverse joints willbe kept to a minimum. Approved squeegees shall be used to spread slurry in areas nonaccessible to the slurry mixer.

SECTION 332

332-3 Revised 1999

332.9 ROLLING:

As soon as the asphalt slurry has been set sufficiently to prevent any material from being picked up, it shall be rolled until allridges have been ironed out and a uniform surface is obtained.

332.10 MEASUREMENT:

Quantities and materials for this work will be paid for at the contract price per unit of measurement for each of the following payitems as indicated in the proposal.

(A) Bituminous tack coat if specified Ton (Diluted)(B) Emulsified asphalt for slurry Ton (Undiluted)(C) Aggregate for slurry Ton (Surface Dry)

SECTION 333

333-1

FOG SEAL COATS

333.1 DESCRIPTION:

Fog seal coats on bituminous paved surfaces shall consist of the application of emulsified asphalt and a sand blotter whennecessary.

333.2 TIME OF APPLICATION AND WEATHER CONDITIONS:

Fog seal coats on new pavements shall be applied within 24 hours. This time restriction may be extended by the Engineer.

Emulsified asphalt shall not be applied when the surface is wet or when there is a threat of rain. The ambient temperature shallbe at least 50 degrees F. and rising and the application shall cease when the temperature is 55 degrees F. and falling.

333.3 MATERIALS:

333.3.1 Emulsified Asphalt: Unless otherwise specified in the special provisions, emulsified asphalt may be a grade SS-1h,CSS-1h, or CQSH, as specified in Section 713. The emulsified asphalt shall be diluted in proportions of 50% water and 50%emulsified asphalt.

333.3.2 Sand Blotter: The sand shall be as specified in Section 701 and shall be graded in accordance with Table 333-1.

TABLE 333-1

SAND BLOTTER GRADATION

Sieve SizePercentage Passing

(by weight)

3/8 inch 100%

No. 4 90-100%

No. 200 0-12%

333.4 TESTS, TEST REPORTS AND CERTIFICATIONS:

Asphalt emulsion shall meet requirements of Section 713.

Test reports and certifications shall be as specified in Section 711.

333.5 PREPARATION OF SURFACES:

Immediately before applying the emulsion, the area to be surfaced shall be cleaned of dirt and loose material by means of powerbrooms, or pick-up brooms supplemented by hand brooms if necessary. The fog seal shall not be applied until an inspection ofthe surfaces has been made by the Engineer and he has determined that the surfaces are suitable.

333.6 APPLICATION OF ASPHALT EMULSION:

The diluted material shall be well mixed before application. It shall be applied by a distributor truck equipped with fog nozzlesat the approximate rate of 0.10 gallon per square yard. The exact rate shall be as directed by the Engineer. The distributor truckshall be as specified in Section 330.

SECTION 333

333-2

333.7 SAND BLOTTER:

A sand blotter shall be applied as directed by the Engineer where there is an excess of asphalt emulsion. After the treated area hasbeen opened to traffic, any excess asphalt emulsion that comes to the surface shall be immediately covered with additional sand.

333.8 PROTECTION FOR ADJACENT PROPERTY:

Care shall be taken to prevent the spraying of asphalt emulsion on adjacent pavements, including that portion of the pavementbeing used for traffic, on structures, guard rails, guide posts, markers, trees, shrubs, and property of all kinds.

333.9 PROTECTION OF TREATED SURFACE:

The treated surface shall be protected by barricades until the asphalt emulsion will not be picked up by traffic.

333.10 PAYMENT:

Payment for asphalt emulsion in place will be by the ton, diluted.

Payment for furnishing and applying sand blotter in place will be paid for by the ton.

SECTION 334

334-1

PRESERVATIVE SEAL FOR ASPHALT CONCRETE

334.1 DESCRIPTION:

The asphalt concrete preservative seal shall be composed of a penetrating softening agent and sealant to rejuvenate and preservethe asphalt concrete pavement.

Preservative seals are applicable for new and existing asphalt pavements as directed on the plans, special provisions, or theEngineer.

334.2 MATERIALS:

The preservative seal shall be as specified in Section 718.

334.3 CONSTRUCTION METHOD:

The material shall be approved by the Engineer in accordance to this specification. The application rates, dilution and curing shallbe directed by the Engineer in accordance with this specification.

The application rate will be based upon a typical surface condition test site with application rate trials to determine the neededrate. All application rates specified in Section 718 shall be a diluted 50-50 preservative seal and water, except as recommendedby the manufacturer for Type D. Any over applied seal will be sanded as directed by the Engineer. Application equipment shallbe in accordance with Section 330.

Before opening a treated area to traffic, the surface shall be checked for slipperiness and/or tackiness. If the treated portion of theroadway must be opened to traffic prior to the disappearance of slipperiness and/or tackiness, the surface shall be sanded with aminimum of 1 1/2 pounds per square yard or as directed by the Engineer. Sand Blotter shall comply with Section 333.

334.4 MEASUREMENT:

Preservative seal for asphalt concrete will be measured by the gallon or ton applied including dilutent.

334.5 PAYMENT:

Payment will be made on the basis of the unit price bid in the proposal. Payment shall be full compensation for preservative sealcomplete and in place.

SECTION 335

335-1

HOT ASPHALT-RUBBER SEAL

335.1 GENERAL:

This work shall consist of an application of a combined mixture of hot paving grade asphalt and ground tire rubber. It shall beimmediately covered with a cover material.

The work involves furnishing and placing all materials on existing pavement surfaces in accordance with this specification.

This specification includes the two approved processes for the production of Asphalt-Rubber. Method A uses ground reclaimedvulcanized rubber and a extender oil. Method B uses ground reclaimed vulcanized rubber and a kerosene dilutent. Either methodis acceptable based on proper compliance with the specifications and certifications of materials.

335.2 MATERIALS:

The asphalt, granulated rubber, extender oil, and kerosene shall comply with Section 717. Sand Blotter shall comply with Section333. Cover material shall comply with Section 716 (PRECOATED). Tack coat shall comply with Section 329. Flush coat shallcomply with Section 333.

335.2.1 Certification and Quality Assurance: Prior to application, the Contractor shall submit certification of compliance tothe Engineer for all materials to be used in the work.

335.3 EQUIPMENT:

335.3.1 General: The method and equipment for combining the rubber and asphalt shall be so designed and accessible that theEngineer can readily determine the percentage by weight of each of two materials being incorporated into the mixture.

All equipment shall meet requirements of Section 330 with the following modifications:

(A) Pneumatic-tired rollers: At least three pneumatic-tired rollers shall be used. Each roller shall carry a minimum of 5,000pounds on each wheel and a minimum of 90 psi in each tire. Rollers shall not travel in excess of 12 mph.

(B) Distributor: The distributor must be equipped with a mechanical mixing device.

335.3.2 Mechanical Pre-Blender: Rubber and the asphalt (and extender oil in Method A) for the asphalt-rubber blend may bepre-blended prior to introduction of the blend into the distributor.

The mechanical pre-blender shall be equipped with an asphalt totalizing meter in gallons and a flow rate meter in gallons perminute.

335.4 MIXING:

The percentage of rubber shall be 22% plus or minus 2% by weight of the total mixture. Mixing shall continue in the temperaturerange of 250 degrees F. to 450 degree F. until the consistency of the mixture approaches that of a semi-fluid material (i.e., reactionis complete). At the lower temperature, it will require approximately 30 minutes for the reaction to take place after the start of theaddition of rubber. At the high temperature, the reaction will take place within approximately five minutes. Therefore, thetemperature used will depend on the type of application and the methods used by the Contractor. Viscosity of the asphalt-rubbershall be more than 500 centipoises and less than 4000 centipoises at the time of application (ASTM D-2994). Application shallproceed immediately upon reaching the proper consistency.

SECTION 335

335-2

335.4.1 Adjustment to Spraying Viscosity with Diluent: After the full reaction described in MIXING - Section 335.4 hasoccurred, the mix can be diluted with a kerosene type diluent. The amount of diluent used shall be less than 7.5 percent by volumeof the hot asphalt rubber composition as required for adjusting viscosity for spraying or better wetting of the cover aggregate.Temperature of the hot composition shall not exceed the kerosene initial boiling point at the time of adding diluent.

335.5 CONSTRUCTION:

Prior to placing the hot asphalt-rubber seal coat, soil and other objectionable materials shall be removed from the pavement surfaceand a tack coat applied as specified in Section 329.

The application rate of the hot asphalt-rubber mixture shall be 0.55 to 0.65 gallons per square yard. Material shall be applied attemperatures of 375 degrees F. to 425 degrees F. for Method A and 300 degrees F. to 350 degrees F. for Method B. Theapplication of the cover material shall follow as close as possible behind the distributor truck.

The cover material shall be preheated immediately prior to application and precoated as specified in Section 716 - PRECOATED.The temperature of the precoated chips shall be in accordance with Section 330.

Hot asphalt-rubber seal with hot precoated cover aggregate shall be placed only when the ambient temperature is at least 60degrees F. and rising, on a dry surface and there is no imminent threat of rain.

The rate of application of the cover material shall be from 25 to 35 pounds per square yard for the 1/4 inch nominal size or 30to 40 pounds per square yard for the 3/8 inch nominal size as directed by the Engineer.

The rolling of the cover material shall proceed immediately after application in order to insure maximum embedment of theaggregate. Sufficient rollers shall be used for the initial rolling to cover the width of the aggregate spread with one pass. The firstpass shall be made immediately behind the aggregate spreader. If the spreading is stopped for an extended period, the spreadershall be moved ahead or off to the side so that all cover material may be immediately rolled. Three (3) complete passes with rollersshall be made with all rolling completed within one (1) hour after the application of the cover material.

The Contractor shall sweep all joint edges clean of overlapping cover material prior to the adjacent application of asphalt-rubbermaterial. Transverse joints shall be made by placing building paper over the ends of the previous applications. The joiningapplication shall start on the building paper. Once the application process has progressed beyond the paper, the paper shall beremoved and disposed of to the satisfaction of the Engineer. All reasonable precautions shall be taken to avoid skips and overlapsat joints and to protect the surfaces of adjacent structures, trees and shrubs, etc., from being spattered or marred. Correction ofany such defects will be required at no additional cost to the Contracting Agency.

Traffic will not be permitted on the surface until the cover aggregate has set. Traffic control shall be in accordance with Section401 as supplemented by the Contracting Agency.

At signalized intersections, an application of 2 to 5 pounds of sand per square yard shall be applied through the intersection andfor a distance of 200 feet each way from the near curb returns after rolling and before opening a lane to traffic. Sand Blotter shallmeet requirements of section 333.

After sweeping and prior to striping, a flush coat shall be applied to the asphalt-rubber treatment consisting of 0.05 to 0.10 gallonsper square yard according to Section 333. The application of the flush coat may be delayed to facilitate curing or to avoidplacement under unfavorable high temperature conditions.

Note: The flush coat shall not be applied to the area 200 feet either side of and through signalized intersections.

335.6 MEASUREMENT:

Certified weight slips of all materials shall be delivered to the Engineer before the materials are applied.

Certified weight slips of any bituminous material being weighed back in for credit shall be delivered to the Engineer for the nextday.

SECTION 335

335-3

Quantities of materials for this work will be paid for at the contract price per unit of measurement for each of the following payitems actually used on the project.

(A) Hot Precoated Chips Ton

(B) Asphalt Rubber Ton

(C) Emulsified Asphalt Ton (diluted)

(D) Sand Blotter Ton (surface dry)

335.7 PAYMENT:

Payment will be full compensation for furnishing and placing all materials specified and used, with no allowance for waste, andshall include labor, equipment, tools, and incidentals necessary to complete the work as prescribed and as directed by the Engineer.

Asphalt cement for precoating chips will be included in the price per ton for hot precoated chips.

No payment will be made for materials rejected due to improper placing, improper proportions of materials, or materials foundto be defective.

SECTION 336

336-1Revised 1999

PAVEMENT MATCHING AND SURFACING REPLACEMENT

336.1 DESCRIPTION:

Street and alley pavement and surfacing within the Contracting Agency's rights-of-way, removed by construction activities or tobe widened or matched in connection with the improvement of Public Works, shall be placed as shown on the plans and applicablestandard details, in accordance with this specification and/or the special provisions.

Asphalt concrete pavement replacement shall be constructed in accordance with Type A, B, D or E of standard details, as indicatedon the plans, and as required by Sections 321 and 710.

Portland cement concrete pavement replacement shall be in accordance with Type C of the Standard Details, and as required bySections 505 and 725.

ABC or decomposed granite surface replacement shall be constructed in accordance with Type F of standard details as indicatedon the plans and in Section 702.

Temporary pavement replacement shall be constructed as required below.

Pavements to be matched by construction of new pavements adjacent to or at the ends of a project shall be saw cut in accordancewith these specifications and where shown on the plans.

Pavement and surfacing replacement within ADOT rights-of-way shall be constructed in accordance with their permits and/orspecification requirements.

336.2 MATERIALS AND CONSTRUCTION METHODS:

Materials and construction methods used in the replacement of pavement and surfacing shall conform to the requirements of allapplicable standard details and specifications, latest revisions.

336.2.1 Pavement Widening or Extensions: Existing pavements which are to be matched by pavement widening or pavementextension shall be trimmed to a neat true line with straight vertical edges free from irregularities with a saw specifically designedfor this purpose. The minimum depth of cut shall be 1 1/2 inches or D/4, whichever is greater.

The existing pavement shall be cut and trimmed after placement of required ABC and just prior to placement of asphalt concretefor pavement widening or extension, and the trimmed edges shall be painted with a light coating of asphalt cement or emulsifiedasphalt immediately prior to constructing the new abutting asphalt concrete pavements. No extra payment shall be provided forthese items and all costs incurred in performing this work shall be incidental to the widening or pavement extension.

The exact point of matching, termination, and overlay may be adjusted in the field, if necessary, by the Engineer or designatedrepresentative.

336.2.2 Pavement to be Removed: Existing asphalt pavement to be removed for trenches or for other underground constructionor repairs shall be cut by a device capable of making a neat, straight and smooth cut without damaging adjacent pavement thatis not to be removed. The Engineer's decision as to the acceptability of the cutting device and manner of operation shall be final.If saw cutting, only, is to be utilized, it will be so specified in the plans or special provisions.

In lieu of cutting trenches across driveways, curbs and gutters, sidewalks, alley entrances, and other types of pavements, theContractor may, when approved by the Engineer, elect to tunnel or bore under such structures and pavements.

When installations are within the street pavement and essentially parallel to the center line of the street, the Contractor, withapproval of the Engineer, may elect to bore or tunnel all or a portion of the installation. In such installations, the seal coatrequirements, as discussed in Section 336.2.4, will be modified as follows:

SECTION 336

336-2 Revised 2003

(A) If the pavement cuts (bore pits, recovery pits, etc.) are 300 feet or more apart, the bore or tunneled distance will not beconsidered as part of the open trench and the seal coat may not be required.

(B) If the pavement cuts (bore pits, recovery pits, etc.) are less than 300 feet apart, the distance between the cuts will beconsidered the same as a trench cut and the distance will be added to any trench cut distances.

336.2.3 Temporary Pavement Replacement: Temporary pavement replacement, as required in Section 601, may be withcold-mix asphalt concrete, with a minimum thickness of 2 inches, using aggregate grading in accordance with Section 710.

Temporary pavement replacement shall be used in lieu of immediate placement of single course permanent replacement or thefirst course of two course pavement replacement only on transverse lines such as spur connections to inlets, driveways, roadcrossings, etc., when required by the Engineer, by utilities or others who subcontract their permanent pavement replacement, underspecial prior arrangement; or for emergency conditions where it may be required by the Engineer. Temporary pavementreplacement shall be placed during the same shift in which the backfill to be covered is completed.

Rolling of the temporary pavement replacement shall conform to the following:

(A) Initial or breakdown rolling shall be followed by rolling with a pneumatic-tired roller. Final compaction and finish rollingshall be done by means of a tandem power roller.

(B) On small areas or where equipment specified above is not available or is impractical, the Engineer will approve the use ofsmall vibrating rollers or vibrating plate type compactors provided comparable compaction is obtained.

The surface of the temporary pavement shall be finished off flush with the adjacent pavement.

336.2.4 Permanent Pavement Replacement and Adjustments:

336.2.4.1 Permanent Pavement Replacement: Pavement replacement for cuts essentially parallel to the street centerline andgreater than 50 feet in length shall be two course pavement replacement as hereinafter specified. For cuts greater than 600 feetin length the entire area shall then be seal coated in accordance with Section 330 (coated chips) or as otherwise specified. Thisseal coat shall extend from the edge of pavement or lip of gutter to the street centerline except that on residential streets less than36 feet face to face of curb or where the pavement patch straddles the centerline, the entire width of street shall be seal coated.

In lieu of placing the seal coat as required previously, and with approval of the Contracting Agency, the Contractor may depositwith the Contracting Agency for credit to the Street Maintenance Department, a negotiated agreed upon amount. The StreetMaintenance Department will incorporate this work into their street maintenance program.

Pavement replacement for cuts parallel to the street centerline less than 50 feet in length, transverse cuts, bell holes and similarsmall areas shall match gradation and thickness of the existing pavement. These one course pavement patches shall be compactedwith a vibratory roller to the same density specified for asphalt concrete pavements.

Laying of single course or the base course of the asphalt concrete pavement replacement where a two course replacement isapplicable shall never be more than 600 feet behind the ABC placed for the pavement replacement.

The trench must be compacted to its required density, and required ABC must be in place prior to the placement of the asphaltconcrete.

Single course replacement shall consist of a 12.5 mm or 19 mm mix placed and finished as directed by the Engineer.

The base course of two course pavement replacement shall consist of a 19 mm mix in accordance with Section 710.

SECTION 336

336-3Revised 2002

Where the base course is to be placed with non-compactive equipment, it shall be not less than 2 inches in thickness and the aterialshall be immediately rolled with a pneumatic-tired roller. The surface course shall be of sufficient depth to provide th totalrequired compacted thickness of the two courses, but not more than 1 inch.

Where the trench is 6 feet or more in width, all courses, single or both courses of the two course pavement replacement, shall belaid with a self-propelled compacting, spreading equipment. When the trench is from 6 to 8 feet in width, the self-propelledcompacting, spreading equipment shall not be wider than 8 feet. All courses, except the surface course, shall be of a compactedthickness of not less than 1 1/2 inches.

The surface course shall consist of a 9.5 mm mix in accordance with Section 710 as specified by the Engineer to match the existingsurface. The surface course shall not be placed sooner than 2 weeks after the base course, except where the trench crosses asignalized intersection. In this case the surface course shall be placed within 48 hours, or the crossing pavement replacement shallbe single course as specified above.

Placement of the surface course is to be by means which will result in a surface texture satisfactory to the Engineer, and flush withthe existing pavement.

Where deep lift asphalt concrete (asphalt concrete base and asphalt concrete wearing course) exists, the base course replacementshall be made in lifts not exceeding 6 inches in compacted thickness to within 1/2 inch of the finish grade.

336.2.4.2 Adjustments: When new or existing manholes, values, survey monuments, clean outs, etc. fall within the limits of thepermanent pavement replacement as discussed in this Section, the Contractor shall be responsible for adjusting the various itemsto the new pavement surface or as directed by the Engineer. This will include but not be limited to slurry and chip seals.

The Contractor will coordinate with the Engineer and with representatives of the various utilities regarding the adjustment andinspection of the work. The Contractor shall be responsible for obtaining and complying with all specifications, specialrequirements, details, etc. of the Utility Company regarding the adjustments. When adjusting the Agency’s utilities, surveymonuments, etc., the adjustment will comply with these Specifications and Details.

The work will be done in compliance with OSHA standards and regulations regarding confined space entry.

The Contractor shall remove all material attached to the lids and/or covers including that of prior work. The method of removalshall be approved by the Engineer and/or the Utility Representative.

336.3 TYPES AND LOCATIONS OF PAVEMENT AND SURFACING REPLACEMENT:

Normally, the type of pavement replacement and backfill required will be noted on the plans or specified in other portions of thecontract documents and construction will be in accordance with Detail 200. This detail requires that a 12 inches “T” Top beutilized when normal traffic flow is perpendicular to any one of the four sides of the trench excavation. Therefore, Type Apavement replacement will require a “T” Top whenever the trench crosses a street or goes through an intersection and at the end(s)if they terminate in the street. Type B pavement replacement will require the “T” Top on the sides that are perpendicular to normaltraffic flow.

If a type is not noted on the plans or specified in the special provisions, the following criteria will govern:

Type A pavement replacement, including the “T” Top, will be utilized on all streets where the excavation is parallel to thecenterline of the street.

Type B pavement replacement, including the “T” Top, will be utilized on all streets where the excavation is transverse to thecenterline of the street.

Type C pavement replacement will be used to match existing portland cement concrete pavement.

Type D pavement replacement may be used when the condition of the existing pavement does not justify construction of TypeA or B. Prior written approval of the Engineer is required.

SECTION 336

336-4

Type F pavement replacement will be utilized to match existing ABC or decomposed granite roadways.

Where a longitudinal trench is partly in pavement, the pavement shall be replaced to the outside edge of the existing pavement,on a straight line, as indicated on the plans. Measurements for payment shall be from the inner limit of pay width allowed below,to the outside edge of the existing pavement as defined herein.

Where no part of a trench is in pavement, surfacing replacement will only be specified where existing surfacing materials havebeen removed.

When a trench cut is in aggregate surfaced area, the surfacing replacement shall be of a like type and depth as the existing material,compacted to the densities required in Section 601.

336.4 MEASUREMENT:

Measurement for payment and surfacing replacement shall be by the square yard, based upon actual field measurement of the areacovered except as noted below.

(A) In computing pay quantities for replacement Types A, B, and F, pay widths will be based on the actual field measured width,however the boundaries of the measurement will not extend further than 1/2 the distance, either side, from the centerline of thepipe as depicted on Table 601-1, Maximum Width At Top Of Pipe Greater Than O.D. Of Barrel.

(B) In computing pay quantities for replacement Types C, D, E, and T, pay widths will be based on the actual field measuredwidth, however the boundaries of the measurement will not extend further than 1/2 the distance plus 12 inches, either side, fromthe centerline of the pipe as depicted on Table 601-1, Maximum Width At Top Of Pipe Greater Than O.D. Of Barrel.

(C) Where a longitudinal trench is partly in pavement, computations of pay quantities shall be based on the limitations specifiedabove.

(D) The length of pavement and surfacing replacement shall be measured through any manhole, valve box, or other structureconstructed in the pipe line, and any pavement or surface replacement and/or seal treatment in excess of the above pay widths shallbe considered and included in the bid item for such structure.

(E) Any pavement replacement in excess of the specified pay widths necessitated by the installation of valves, tapping sleevesand valves, valve by-passes, and concrete thrust blocks shall be included in the bid price for these items.

(F) When special provisions allow deviations from the trench widths specified in Section 601, the above allowed pay widthsfor pavement replacement may be altered where so specified.

(G) Measurement of pavement and surfacing replacement shall be made along the finished surface of the ground to the nearestfoot, and shall be computed to the nearest square yard.

336.5 PAYMENT:

Direct payment for pavement or surfacing replacement will be made for replacement over all pipe trench cuts except as otherwiseallowed in the special provisions. Payment for replacements over other work shall be included in the cost of constructing thatwork, in accordance with the applicable standard details and specifications.

Payment for temporary pavement replacement shall be included in the cost of the pipe.

When a Contractor has the option of either jacking and/or boring or opencut construction, and elects to construct a pipeline bythe jacking and/or boring method, he will be paid for the replacement of such items of work as pavement, curb and gutter,sidewalk, driveway, and alley entrances, as allowed for opencut construction.

SECTION 340

340-1Revised 2003

CONCRETE CURB, GUTTER, SIDEWALK, SIDEWALK RAMPS, DRIVEWAY AND ALLEY ENTRANCE

340.1 DESCRIPTION:

The various types of concrete curb, gutter, sidewalk, sidewalk ramps, driveways, and alley intersections shall be constructed tothe dimensions indicated on the plans and standard detail drawings. Joints shall be designated as expansion joints or contractionjoints and shall be constructed as per Subsection 340.3.

340.2 MATERIALS:

Concrete shall be class B, conforming to the applicable requirements of Section 725.

Expansion joints filler shall comply with Section 729.


Existing pavements and concrete, that are joined by new construction, shall be cut in accordance with Section 601.

The subgrade shall be constructed and compacted true to grades and lines shown on the plans and as specified in Section 301. Allsoft or unsuitable material shall be removed to a depth of not less than 6 inches below subgrade elevation and replaced withmaterial satisfactory to the Engineer. When the Engineer determines that the existing subgrade consists of soils with swellingcharacteristics, the moisture content shall be brought as close as possible to the optimum required for compaction. This shall bedone by the addition of water, by the addition and blending of dry suitable material or by the drying of existing material. Thesubgrade shall then be compacted to a relative density of 75% minimum to 85% maximum with 80% as ideal.

Material displaced in the construction shall not be placed on the base and/or surfacing material already in place on the roadwaynor shall the excavated material be placed in such a manner as to interfere with access to property or traffic flow in the street.

Existing concrete sidewalks and driveways which abut the new sidewalks and driveway entrances shall be removed to a distancerequired to maintain a slope as indicated by standard details or not to exceed 1 inch per foot where sidewalks are concerned.Sawcutting is required at the match lines and payment will be made under the respective pay items as provided in the proposal.

Concrete curbs, gutters and sidewalks shall be constructed by the conventional use of forms, or may be constructed by means ofan appropriate machine when approved by the Engineer.

If machines designed specifically for such work and approved by the Engineer are used, the results must be equal to or better thanthat produced by the use of forms. If the results are not satisfactory to the Engineer, the use of the machine shall be discontinuedand the Contractor shall make necessary repairs at his own expense. All applicable requirements of construction by use of formsshall apply to the use of machines.

Forms conforming to the dimensions of the curb, gutter, sidewalk, sidewalk ramps, driveway, and alley entrance shall be carefullyset to line and grade, and securely staked in position. The forms and subgrade shall be watered immediately in advance of placingconcrete.

Forms shall be thoroughly cleaned each time they are used, and shall be coated with a light oil, or other releasing agent of a typewhich will not discolor the concrete.

The concrete shall be thoroughly spaded away from the forms so that there will be no rock pockets next to the forms. The concretemay be compacted by mechanical vibrators approved by the Engineer. Tamping or vibrating shall continue until the mortar flushesto the surface, and the coarse aggregate is below the concrete surface.

Unless otherwise specified, expansion joints shall be installed at all radius points, at both sides of each driveway, at both sidesof each alley entrance, at adjoining structures and at every change of depth in the concrete. The maximum distance betweenexpansion joints shall be 50 feet. Expansion joints shall be constructed in a straight line, vertical plane and perpendicular to thelongitudinal line of the sidewalk, curb and gutter, single curb, etc., except in cases of curved alignment, where they will beconstructed along the radial lines of the curve. Expansion joints shall be placed to match the joints of the adjacent concrete suchas sidewalk to the curb and gutter or single curb, etc. Expansion joints shall be constructed to the full depth and width of theconcrete with the top of the material one-quarter inch below the top surface as depicted in Detail 230. Unless otherwise specified,

SECTION 340

340-2 Revised 2003

all expansion joints installed against newly placed concrete, sawcut or other smooth surfaces shall comply with Section 729.1 -Premolded Joint Filler per ASTM D-1751, 1/2 inch, Bituminous Type. Expansion joints installed against existing uneven surfacesshall be per Section 729.2 - Pour Type Joint Filler.

Contraction joints, unless otherwise specified, shall be constructed in accordance with the standard details, and in a straight lineand vertical plane perpendicular to the longitudinal line of the sidewalk, sidewalk ramp or curb and gutter, except in cases ofcurved alignment when they will be constructed along the radial lines of the curb.

Sidewalk or sidewalk ramp score marks, unless otherwise specified, shall be constructed in accordance with the standard detail.

All edges shall be shaped with a suitable tool so formed as to round the edges to a radius as indicated on the standard details.

The front face form shall not be removed before the concrete has taken the initial set and has sufficient strength to carry its ownweight, gutter forms and rear forms shall not be removed until concrete has hardened sufficiently to prevent damage to the edges.Special care shall be taken to prevent any damage. Any portion of concrete damaged while stripping forms shall be repaired orif the damage is severe, replaced at no additional cost to the Contracting Agency. The face, top back, and flow line of the curband gutter shall be tested with a 10-foot straightedge or curve template, longitudinally along the surface. Any deviation in excessof 1/4 inch shall be corrected at no additional cost to the Contracting Agency.

The surface of concrete sidewalk or sidewalk ramp shall be tested with a 5-foot straightedge. Any deviation in excess of 1/8 inchshall be corrected at no additional cost to the Contracting Agency.

When required by the Engineer, gutters having a slope of 0.8 foot per hundred feet or less, or where unusual or special conditionscast doubt on the capability of the gutters to drain, they shall be water tested. Water testing shall consist of establishing flow inthe length of gutter to be tested by supplying water from a hydrant, tank truck or other source. One hour after the supply of wateris shut off, the gutter shall be inspected for evidence of ponding or improper shape. In the event water is found ponded in the gutterto a depth greater than 1/2 inch, or on the adjacent asphalt pavement, the defect or defects shall be corrected in a manneracceptable to the Engineer without additional cost to the Contracting Agency.

Any section of the work deficient in depth or not conforming to the plans or specifications shall be removed and replaced by theContractor at no additional cost to the Contracting Agency.

Finishing and curing of the concrete shall be done in the manner specified in Section 505.

The Contractor shall stamp his name and year on all work done by him, on each end of the curb, gutter, sidewalk or sidewalk ramp.The letters shall not be less than 3/4 inch in height.

340.4 BACKFILLING:

Unless otherwise specified the Contractor shall backfill behind the curbs, sidewalk or sidewalk ramps with soil native to the areato the lines and grades shown on the plans.

340.5 MEASUREMENT:

Concrete curbs and gutters of the various types shown on the plans and in the proposal, will be measured along gutter flow linethrough inlets, catch basins, driveways, sidewalk ramps, etc., by the lineal foot to the nearest foot for each type, complete in place.

Concrete sidewalks, sidewalk ramps, driveways, alley intersections, valley gutters and aprons will be measured to the nearestsquare foot complete in place. When concrete sidewalk, sidewalk ramps, driveways, alley intersections, valley gutters, and/oraprons are cut during trenching operations, the square foot measurement for payment will be in accordance with Section 336.

340.6 PAYMENT:

Payment for the above named items will be made in accordance with the unit prices or lump sums as set forth in the proposal. Suchpayment shall include full compensation for furnishing all labor, material, tools and equipment and accomplishing all work inconformance with the contract documents.

SECTION 341

341-1

TERRAZZO SIDEWALKS

341.1 DESCRIPTION:

Terrazzo consists of a mixture of grey or white portland cement, cement color pigments, abrasive aggregate and colored marblechips, with the surface ground to finish grade so as to expose approximately 75 percent of the marble granules.

Cement and concrete shall be in accordance with Section 725.

All applicable portions of Section 340 for construction of concrete sidewalks shall be adhered to.

The Contractor shall furnish all equipment, labor, materials, tools, services, transportation and incidentals necessary to constructa sidewalk with a terrazzo surface course.

341.2 MATERIALS AND COMPOSITION:

Divider strips shall be of half-hard brass, white metal 99 percent zinc or alloy. The strips shall have a minimum thickness of 1/8inch and shall be provided with proper anchoring devices. Pre-assembled decorative units may be used. Double divider strips ormetal expansion joints shall be used in the terrazzo course directly above the expansion joints in the concrete base or slab.

Cement mortar colors shall be lime-proof non-fading pure mineral pigments.

Abrasive aggregate shall consist of alundum or other approved lime-proof abrasive.

Marble chips shall be of an exterior grade marble that will not weather nor discolor. The granule shall be of such proportions ofsize Nos. 1, 2, 3 as shall be hereafter determined. Samples of the terrazzo shall be made for approval of the Engineer.

Composition of the terrazzo shall be in the proportion of 200 pounds of marble aggregate to 100 pounds of gray or white portlandcement, mixed dry. The marble aggregate shall consist of 4 parts of marble chips, and cement color pigments to 2 parts of abrasiveaggregate.

(A) Add sufficient water to make the mixture plastic but not flowing, a water to cement ratio 0.44 to 0.49.

(B) All materials, including water shall be mixed in a mechanical mixer or in a mortar box for not less than 2 minutes. Onlyamounts shall be mixed which can be placed immediately.


Concrete base or slab shall be of Class B concrete, 4 inches thick, and reinforced with 6 × 6 inches No. 10 gage wire mesh fabric.

(A) The concrete base shall be separated from the natural ground surface by overlapping 15 pound asphalt impregnated roofingfelt, plastic sheeting or other approved water-proofing material. In areas having excessive rise of ground water, the edges of theconcrete shall also be water-proofed.

(B) Where a pitch in the finished surface is required, the concrete slab shall be pitched to the required degree.

(C) Premolded expansion joints of the type designated in Section 729, shall be placed in the concrete base or slab at 20 footintervals and also against buildings and curbs. Double divider strips or metal expansion joints are to be used in the terrazzo coursedirectly above the expansion joints in the concrete base slab.

(D) The top of the base slab shall be broom finished to leave a slightly roughened surface to insure a bond between the concreteand the terrazzo finish.

(E) While the base slab is still in a semi-plastic state, the divider strips shall be placed. The divider strips will form panels notmore than 3 feet on a side. Where an expansion joint occurs in the concrete base or the type of construction changes, always usea divider.

(F) The concrete slab shall be cured according to the requirement of Section 505.

Bond between concrete base and terrazzo course: Before the terrazzo Contractor installs his work, he must see that the surfaceof the concrete slab is thoroughly cleaned of plaster droppings, wood chips, and all other debris. He should thoroughly slush itwith neat cement grout to ensure a good bond.

SECTION 341

341-2

341.3.1 Installation: Place the terrazzo mix in the spaces formed by the divider strips in such a manner that the marble chipsmatch the chosen pattern in the National Terrazzo and Mosaic Association, Inc. catalog. The mix shall be rolled into a compactmass by means of heavy stone or metal rollers until the superfluous cement and water is extracted, after which it must be handtroweled to an even surface, disclosing the lines of the divider strips on a level with the terrazzo finish.

The finished course shall show at least 75 percent of marble granules and shall not vary in any direction more than 1/8 inch whentested with a 10 foot straightedge. The thickness of the terrazzo course shall be 2 inches. The temperature of the mix at time ofplacing shall be between 60° and 80°F. and shall be maintained above 70°F. for at least 3 days or above 50°F. for at least 5 dayswhen using normal portland cement.

341.3.2 Curing: The terrazzo course must be cured by keeping it moist for at least 6 days by wet sand, paper, or curing mats.

341.3.3 Surfacing: When the terrazzo work has set sufficiently hard, it shall be machine rubbed, using No. 24 grit or finerabrasive stones for the initial rubbing. It shall then be resurfaced using a No. 80 grit or finer abrasive stone, after which a lightgrouting of neat portland cement of the same kind and color as the matrix shall be applied to the surface, filling all voids. Thegrouting shall then remain until the time of final cleaning. All grinding shall be done in the presence of an excess of water.

341.3.4 Finishing: The grouting shall be removed by machines, using a stone not coarser than No. 80 grit. This cleaning forfine-stoning shall not take place sooner than 7 days after the surface has been grouted, after which it must be cleaned thoroughly.

341.3.5 Sealing: After cleaning and drying, seal the terrazzo surface with one coat of Hornlux or other sealer approved by theNational Terrazzo and Mosiac Association, Inc.

341.4 MEASUREMENT:

Terrazzo sidewalk will be measured to the nearest square foot complete in place.

341.5 PAYMENT:

Payment will be made at the unit price bid per square foot, and shall be compensation in full for all construction equipment, labor,materials, plant, services, transportation, and all incidentals necessary to construct a sidewalk with a terrazzo surface course.

SECTION 342

342-1

DECORATIVE PAVEMENTCONCRETE PAVING STONE OR BRICK

342.1 GENERAL:

The Contractor shall furnish all the necessary labor, material, tools and equipment to complete the proper installation of eitherthe concrete paving stone pavement or the brick pavement. This includes furnishing a 10-foot straightedge to accomplish the leveltest specified for the aggregate base course and the finished decorative pavement.

The decorative pavement shall be true as to line and grade and installed to coincide and align with the adjacent work elevation.All edges shall be retained to secure the perimeter and sand laying course.

The Contractor shall construct a 10-foot square sample area which will be inspected and approved by the Engineer prior to anyother decorative pavement placement. Decorative pavement under this specification is not intended for use in areas subject tovehicular traffic.

342.2 MATERIALS:

342.2.1 Sand Aggregate Base Course: The sand shall be a clean washed sand conforming to ASTM C-144 (Mortar Sand). TheABC shall be aggregate base as per Table 702-1.

342.2.2 Concrete Paving Stones: The concrete paving stones shall be as per ASTM C-936 which requires a compressive strengthof 8000 psi. The size, shape, design and color shall be as noted in the Contract Documents. The Contractor shall submit twosamples of the whole paving stone and the matching precast edge unit to the Engineer for approval prior to any work.

342.2.3 Brick: The color shall be as designated in the Contract Documents. The Contractor shall submit two samples of the brickto the Engineer for approval prior to any work.

342.2.4 Header: The header shall be Class B concrete as per Section 725.

342.3 CONSTRUCTION PROCEDURES:

342.3.1 Aggregate Base Course: The aggregate base course shall be compacted to a minimum of 90% density. The elevationof the ABC shall be the thickness of the paving stones or bricks plus the 1-inch sand laying course below the desired finishedelevation of the decorative pavement. The surface of the ABC shall be tested with the 10-foot straightedge and shall not vary morethan ±1/8-inch in 10 feet.

342.3.2 Concrete Work or Edge Retention: The concrete retention curbs, precast edge unit, etc., shall be straight and set tofinal grade.

342.3.3 Sand Laying Course: The maximum thickness of the sand course shall be 1 inch. Screeding boards shall be used toensure a uniform thickness. The sand shall not be compacted, walked on or wet down. The sand course shall be treated with apreemergent herbicide, such as Surflan, or equal. The application of the herbicide shall be made not earlier than 4 hours prior toactual placement of the decorative pavement.

342.3.4 Concrete Paving Stones: The concrete paving stones shall be installed hand-tight and level on the undisturbed sandcourse in a manner that eliminates gaps between the stones and the edge retention material. After the stones are in place, a rolleror plate vibrator shall be used to compact the stones. This will require two passes at 90 degrees to each other. After the operation,approximately 1/4-inch of the mortar sand will be placed on the stones and one pass with a vibrator is required. Any excess sandshall be swept into the joints or removed. The completed installation shall be washed down and cleaned. Any cutting of thepavement stone shall be accomplished with a saw.

The Contractor shall lay the paving stones starting from the longest straight line and from a true 90 degree corner. When theinstallation is along a frontage road, the installation shall start on the major street side and along a side perpendicular to thefrontage road. Along the frontage road edge, when the space between the stone and the curb is 1 inch or less, this space may befilled with matching colored concrete.

Any broken or damaged paving stones shall be removed and replaced. They shall be tamped into place and the joints filled withmortar sand.

SECTION 342

342-2

342.3.5 Brick: The brick shall be installed in a perpendicular pattern to the roadway, hand-tight and level on the undisturbed sandcourse. After the bricks are in place, a roller or plate vibrator shall be used for compaction. This will require two passes at 90degrees to each other. After this operation, approximately 1/4-inch of mortar sand will be placed on the bricks and one more passwith the vibrator is required. Any excess sand shall be swept into the joints or disposed of. The completed installation shall bewashed down and cleaned.

Any broken or damaged bricks shall be removed and replaced. They shall be tamped into place and the joints filled with mortarsand.

342.4 MEASUREMENT AND PAYMENT:

Measurement will be by the square foot. Payment will be made at the unit bid price per square foot. This payment shall be fullcompensation for all labor, materials, tools and equipment required to complete the work.

SECTION 343

343-1

EXPOSED AGGREGATE PAVING

343.1 DESCRIPTION:

Exposed aggregate paving consists of placing a concrete slab with exposed aggregate in the surface of the finished concrete. Thisexposed aggregate paving is designed for decorative or pedestrian use only. It should not be used in areas subject to vehiculartraffic.

343.2 MATERIAL:

343.2.1 Concrete: Concrete shall be Class A per Section 725 with a maximum slump of 3 inches.

343.2.2 Exposed Aggregate: The exposed aggregate shall be uncrushed riverrun rocks. The Contractor shall provide at leasta 10-pound sample for approval by the Engineer prior to any aggregate paving.

(A) When the paving is for decorative use only, no pedestrian traffic, the aggregate shall not be larger than 3 inches or smallerthan 1 1/2 inches.

(B) When the paving is to be used for pedestrian traffic, the aggregate shall be not larger than 2 inches or smaller than 1 inch.

343.3 CONSTRUCTION PROCEDURE:

The Contractor shall construct a sample panel 3 feet by 3 feet for inspection and approval by the Engineer, prior to actualconstruction. When approved, this panel shall be used as a standard for the remainder of the work.

After the slab has been placed, screeded and darbied, the aggregate shall be hand-scattered so that the entire surface is evenlycovered. The surface shall be reworked so that the aggregate will be embedded just beneath the surface. The concrete shallcompletely surround and lightly cover the aggregate leaving no holes or voids.

A non-staining surface retarder will be applied to provide a surface penetration of at least 1/8-inch and the surface will be lightlyscreed to ensure penetration. The surface will be covered with a protective material for the period of time recommended by theretarder manufacturer. After this time has elapsed, the upper, retarded layer of concrete will be removed using a water jet streamand a brush. The protective cover will be replaced and the concrete allowed to cure. After curing, the surface shall be cleaned anda silicone seal applied.


Measurement will be by the square foot. Payment will be made at the unit bid price per square foot. This price shall be fullcompensation for all labor, material, tools, and equipment required to complete the work.

SECTION 345

345-1 Revised 2003

ADJUSTING FRAMES, COVERS, VALVE BOXES AND WATER METER BOXES

345.1 DESCRIPTION:

The Contractor shall furnish all labor, materials, and equipment necessary to adjust all frames, covers and valve boxes as indicatedon the plans or as designated by the Engineer. The frames shall be set to grades established by the Engineer, in a mannerhereinafter specified.

The Contractor may elect to remove old frames, covers and valve boxes and to install new frames and/or boxes without anyadditional cost to the Contracting Agency, in accordance with standard detail drawings.

345.2 ADJUSTING FRAMES:

The Contractor shall loosen frames in such a manner that existing monuments, clean outs or valve boxes will not be disturbed ormanholes damaged. Debris shall not be permitted to enter sanitary or storm sewer conduits. All loose material and debris shallbe removed from the excavation and the interiors of structures prior to resetting frames.

Frames shall be set to the elevations and slopes established by the Engineer and shall be firmly blocked in place with masonryor metal supports. Spaces between the frame and the old seat shall be sealed on the inside to prevent any concrete from enteringthe hand hole or manhole. Class AA concrete shall be placed around and under the frames to provide a seal and properly seat theframe at the required elevation and slope. Concrete shall be struck off flush with the top of the existing pavement.

345.3 ADJUSTING VALVE BOXES:

Valve boxes shall be adjusted to the new elevations indicated on the plans, or as established by the Engineer.

Adjustable cast iron boxes shall, if possible, be brought to grade by adjustment of the upper movable section. Any excavated areashall be filled with Class AA concrete to the level of the existing pavement, or as directed by the Engineer.

Concrete pipe valve boxes in areas not subject to vehicular traffic shall be adjusted to grades by installing a suitable length ofmetal or concrete pipe, of the same inside diameter as the present valve box, and reinforcing the outside with a concrete collarextending from at least 2 inches below the joint up to and flush with the top of the valve box extension. This collar shall be ofClass AA concrete. The dimension from the outside of the box to the outside of the collar shall not be less than 2 inches. Thisadjustment will be known as Type B.

In areas subject to vehicular traffic and where the existing valve box is a Type B, the adjustment to the new elevation shall bemade using the old cover and installing a new 8 inches frame in accordance with the standard detail for installation of valve boxesin vehicular traffic areas. This adjustment shall be known as Type BA.

Adjustment of existing Type A valve boxes to the new elevations shall be as described in Subsection 345.2 above. This adjustmentshall be known as Type A.

345.4 ADJUSTING MANHOLE AND VALVE COVERS:

Adjusting rings may be used to raise manhole covers in asphalt pavements when deemed acceptable by the Engineer. The amountof adjustment, thickness of seal or overlay, and cross slope will be considered when using adjusting rings. Each location wherean adjusting ring is used must have a sufficient depth of asphalt to assure the proper installation and operation of the ring. Therings shall be made of a non-metallic, polypropylene or fiberglass material and installed per the manufacturer’s specifications.The rings shall be approved by the Engineer.

345.5 MEASUREMENT:

The quantities measured will be the actual number of frames, covers and value boxes of each type, adjusted and accepted.

345.6 PAYMENT:

The quantities, as determined above will be paid for at the contract price per unit of measurement respectively, for each of theparticular items listed in the proposal. The payment shall be compensation in full for all materials, labor, equipment and incidentalsnecessary to complete the work.

SECTION 350SECTION 350

350-1Revised 2004

REMOVAL OF EXISTING IMPROVEMENTS

350.1 DESCRIPTION:

This work shall consist of removal and disposal of various existing improvements, such as pavements, structures, pipes, curbs andgutters, and other items necessary for the accomplishment of the improvement.


The removal of existing improvements shall be conducted in such a manner as not to injure utilities or any portion of theimprovement that is to remain in place. See Section 107.

Sidewalks shall be removed to a distance required to maintain a maximum slope for the replaced portion of sidewalk, for one inchper foot and all driveways shall be removed to a distance as required by standard details.

Existing concrete driveway curbs and gutters shall be removed to the right-of-way line and the new end of curb faced.

Portland cement concrete pavements, curbs and gutters and sidewalks designated on the plans for removal shall be saw-cut atmatch lines, in accordance with Section 601 and removed.

Asphalt concrete pavements designated on the plans for removal shall be cut in accordance with Section 336.

Removal of trees, stumps, roots, rubbish, and other objectionable materials in the right-of-way shall be done in accordance withSection 201.

Backfill and compaction of all excavated areas shall be compacted to the densities as prescribed in Section 601.

All surplus materials shall be immediately hauled from the jobsite and disposed of in accordance with Section 205.

350.3 MISCELLANEOUS REMOVAL AND OTHER WORK:

This work shall include, but not be limited to the following, where called for on the plans:

(A) Relocate existing fence and gate.

(B) Remove and reset mail boxes.

(C) Remove signs and bases in right-of-way.

(D) Remove planter boxes, block walls, concrete walls, footings, headwalls, irrigation structures, and storm water inlets.

(E) Install plugs for pipes and remove existing plugs as necessary for new construction.

(F) Remove wooden and concrete bridges.

(G) Remove median island slabs.

(H) Remove pavements and aggregate base where called for outside the roadway prism.

350.4 PAYMENT:

Payment for removals will be made at the unit bid prices bid in the applicable proposal pay items, which price shall be fullcompensation for the item complete, as described herein or on the plans.


360-1

TELECOMMUNICATIONS INSTALLATION

360.1 DESCRIPTION:

This work shall consist of the installation of underground telecommunications facilities within the public right-of-way.

360.2 TRENCHING, BACKFILL AND RESTORATION:

All work shall be done in accordance with Section 601.

360.3 CABLE INSTALLATION:

(A) “Trunk Lines” Cable providing telecommunications service by connecting regions or states or by connecting central officeswithin a metropolitan area. Such cable shall be installed as described below:

(1) If the cable is to be installed within an open trench, the cable shall be placed within schedule 40 PVC conduit or equalwith a minimum inside diameter of 4 inches. The conduit shall be buried at a minimum depth of 48 inches below finishedgrade measured to the top of the conduit. A color coded plastic warning tape with a minimum thickness of 5 mil and aminimum width of 3 inches shall be installed in the trench and centered over the PVC conduit at a depth of from 18 to 30inches below finish grade.

(2) Cable crossings under existing paved streets shall be accomplished by jacking or boring unless open trenching isauthorized by the Engineer or Agency. The cable shall be placed within a schedule 40 PVC conduit or better at a minimumdepth of 48 inches.

(B) Telecommunications cables other than “trunk lines” shall be installed as described below.

(1) If a cable is to be installed within the right-of-way of an arterial or collector street, it shall be placed at a minimumdepth of 36 inches below finished grade. A color coded plastic warning tape as described in “A” shall be placed 18 inchesbelow the surface.

(2) If a cable is to be installed within the right-of-way of a local/residential street it shall be placed at a minimum depthof 24 inches below finished grade.

(3) Cable crossings under existing, paved streets shall be accomplished by jacking or boring unless open trenching isauthorized by the Engineer or Agency.

360.4 CABLE LOCATING (FIBER OPTIC):

If a cable which is to be installed is fiber optic a tracing or locating wire shall be installed with the cable.

360.5 PAYMENT:

Payment will be made at the contract unit price bid per lineal foot.

360-2


PART 400

RIGHT-OF-WAY AND TRAFFIC CONTROL

Section Title

401 Traffic Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-1

405 Monuments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 405-1

410 Precast Safety Curbs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 410-1

415 Flexible Metal Guardrail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 415-1

420 Chain Link Fences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 420-1

424 Parkway Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 424-1

425 Topsoils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 425-1

430 Landscaping and Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 430-1

440 Sprinkler Irrigation System Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 440-1

SECTION 401

401-1

TRAFFIC CONTROL

401.1 DESCRIPTION:

Traffic control shall consist of traffic control devices and flagmen or pilot cars. All traffic control devices, the application of trafficcontrol measures, and traffic regulation in these specifications are to supplement and are not intended to delete any of theprovisions of the Contracting Agency's Traffic Barricade Manual, the Uniform Manual on Traffic Control Devices or any agency'sSupplements to these Uniform Standard Specifications.

401.2 TRAFFIC CONTROL DEVICES:

Traffic control devices shall consist of providing, erecting, and maintaining necessary and adequate devices for the protection ofthe work, the workmen and the traveling public as approved by the Engineer.

(A) Temporary traffic control devices shall be used to guide traffic through construction areas. They include traffic cones tochannelize traffic, portable barricades for warning, vertical panel channelizing devices to divert traffic, and lighting devicesbetween the hours of sunset and sunrise.

(B) Advance warning devices shall be used to alert the motorist of an obstruction in the roadway. They include diamond-shapedsigns, flags, and flasher type high level warning devices mounted 8 feet above the roadway.

401.3 FLAGMEN OR PILOT CARS:

Flagmen or pilot cars shall consist of providing sufficient flagmen, uniformed off-duty law enforcement officers or pilot cars toexpedite the safe passage of traffic.

401.4 TRAFFIC CONTROL MEASURES:

The application of all traffic control measures shall be based primarily upon the conditions existing at the time that such measuresare deemed necessary. Prior to the start of any work that would interrupt the normal flow of traffic, sufficient and adequate devicesand measures shall be provided and erected as directed by the Engineer. These devices shall be immediately removed when nolonger needed.

401.5 GENERAL TRAFFIC REGULATIONS:

A traffic lane shall be a minimum of 10 feet of clear street width with a safe motor vehicle operating speed of at least 25 milesper hour.

An intersection shall be all of the area within the right of way intersection streets plus 300 feet beyond the edge of the intersectedright of way on all legs of the intersection.

A minimum of two traffic lanes, one for each direction, shall be maintained open to traffic at all times on all major streets.

(A) On Bond Issue and Budget Projects: All existing traffic lanes on major streets shall be maintained open to traffic at signalizedintersections between the hours of 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to 6:00 p.m. weekdays unless otherwise specified in thespecial provisions.

(B) On Improvement District Projects: All existing traffic lanes on major streets shall be maintained open to traffic between thehours of 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to 6:00 p.m. weekdays. All work that enters or crosses a major street must be doneat times other than 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to 6:00 p.m. unless otherwise specified in the special provisions.

Local access shall be maintained to all properties on the project at all possible times. When local access cannot be maintained,the Contractor must notify the affected property owner at least 24 hours in advance and restore access as soon as possible.

SECTION 401

401-2

A traffic lane shall not be considered as satisfactorily open to traffic unless it is paved with hot mix or cold mix asphalt pavingif surrounded by or adjacent to existing pavement. Where pavement did not previously exist or where all of the existing pavementhas been removed, a traffic lane shall not be considered as satisfactorily open to traffic unless it is graded reasonably smooth andmaintained dust free as directed by the Engineer.

Arrangements for partial or complete street closure permits shall be handled through the Engineer on local projects or the ArizonaHighway Department, Resident Engineer on Federal Aid Projects, to the Contracting Agency's Traffic Engineering Department.An advance notice of 48 hours for major streets and 24 hours for local streets and alleys is required from the Contractor.

The Contractor shall provide and maintain all necessary traffic controls to protect and guide traffic for all work in the constructionarea.

The Contractor shall maintain all existing STOP, YIELD, and street name signs erect, clean, and in full view of the intended trafficat all times. If these signs interfere with construction, the Contractor shall temporarily relocate the signs away from constructionbut still in full view of the intended traffic.

The Traffic Engineering Department will reset all STOP, YIELD, and street name signs to permanent locations.

Existing traffic signs other than STOP, YIELD, and street name signs shall be maintained by the Contractor until such time asconstruction renders them obsolete. At that time the Contractor shall remove signs and posts without damage and deliver themas directed by the Engineer. The Traffic Engineering Department will reinstall all traffic signs.

Subject to the approval of the Traffic Engineer, the Contractor shall furnish and install the 25 MPH Construction Zone SpeedLimit Signs. The Contractor shall maintain the signs erect, clean and in full view of the intended traffic at all times. Should thesigns interfere with construction, the Contractor shall relocate the signs as necessary.

At any time project construction shall require the closure or disruption of traffic in any roadway, alley, or refuse collectioneasement such that normal refuse collection will be interfered with, the Contractor shall prior to causing such closure or disruption,make arrangements with the Contracting Agency's Sanitation Department in order that refuse collection service can be maintained.

Special traffic regulation will be listed in the special provisions.

401.6 MEASUREMENT:

No measurement will be made for traffic control devices.

Flagmen, uniformed off-duty law enforcement officers or pilot cars, with driver, will be measured by the hour for each individual,including vehicle and equipment, required to perform traffic control. When an officer is used less than 3 hours, a minimum of 3hours will be charged. Anything over 3 hours will be measured by the hour.

401.7 PAYMENT:

Payment will be made at the contract bid price in the proposal for uniformed, off-duty law enforcement officer. If the officer isutilized in excess of 8 hours in any calendar day or in excess of 40 hours in any calendar work week, payment shall be at the rateof 1 1/2 times the contract bid price for all hours worked in excess in either of the above time periods.

SECTION 405

405-1

MONUMENTS

405.1 DESCRIPTION:

This work shall consist of furnishing and installing portland cement concrete right-of-way monuments and survey monuments atthe locations shown on the plans or directed by the Engineer and as specified.

Monuments shall conform to the standard details or details shown on the plan.

405.2 MATERIALS:

The concrete portion of monuments shall be constructed in accordance with the provisions in Sections 725 and 505.

Concrete shall be Class B.

Brass caps for survey monuments will be furnished by the Contractor unless otherwise specified in the special provisions.

405.3 CONSTRUCTION:

In constructing precast monuments, the forms shall not be removed until after the concrete has hardened. Monuments that arewarped will be rejected. The exposed surface of the finished monuments shall be uniform, of even texture, and shall be free fromholes, cracks and chipped edges. The precast monuments shall not be transported to the work site until the concrete has cured.

Cast in place monuments shall be cast in drilled holes without the use of forms.

Brass caps shall be placed in survey monuments before the concrete block has acquired its initial set and shall be firmly beddedin the concrete. The concrete block shall be so located that, the reference point will fall within a 1 inch circle in the center of thebrass cap.

405.4 INSTALLATION:

Right-of-way monuments shall be set firmly and vertically in the ground to a depth of at least 3 feet.

The tops of survey monument covers shall be set flush with the pavement surface.

Survey monuments shall be set in position after the first course of asphalt concrete.

405.5 PAYMENT:

Payment for monuments will be made on the basis of the prices bid and shall include full compensation for furnishing all labor,materials, tools, equipment and incidentals, and for doing all the work involved in constructing the monuments, complete in place,including asphalt seal and necessary excavation and backfill, as shown on the plans or as directed by the Engineer.

SECTION 410

410-1

PRECAST SAFETY CURBS

410.1 DESCRIPTION:

This work shall consist of furnishing and installing precast safety curbs as shown on standard details or as detailed on the plans,or as directed by the Engineer.

410.2 MATERIALS:

Portland cement concrete shall be Class A, conforming to the applicable requirements of Section 725.

Steel reinforcing shall conform to the requirements of Section 727. The dimensions of the precast curb shall be as indicated onthe plans and standard details.

Dowels shall conform to ASTM A-615 plain, intermediate grade, 1/2 inch round by 24 inches.

Mastic may be either a fiberized mastic cement or an epoxy cement. The Contractor shall submit to the Engineer, the type ofmastic and manufacturer's recommended procedures for use, within 10 days after the date of award of contact which will enablethe Engineer to determine that the proposed material is acceptable.

410.3 CONSTRUCTION METHOD:

Back of safety curbs shall be set at the property line unless otherwise shown on the plans. Curbs shall be kept a minimum distanceof 5 feet from driveways.

Precast safety curb installed on natural earth or gravel surfaces shall be secured in place with a minimum of 2 steel dowels througheach curb. A minimum 12 inches diameter by 12 inches deep Class B concrete cylinder or approved equal shall be poured in placearound each dowel.

Precast safety curb installed on portland cement concrete or asphalt concrete surfaces shall be bedded in a continuous layer ofmastic cement under its complete base area and secured with a minimum of 2 steel dowels driven through the safety curb.

Dowels shall extend into the sub-surface and/or concrete cylinder a minimum of 18 inches. When installed, the top of each dowelshall be flush with the top of the safety curb.

The Engineer will verify locations of all safety curbs in the field at time of construction.

410.4 MEASUREMENT:

Measurement will be the number of safety curbs furnished and installed, complete in place.

410.5 PAYMENT:

Payment will be made at the unit price bid each in the proposal for the following:

(A) Safety curbs installed on natural earth or gravel.

(B) Safety curbs installed on portland cement concrete.

(C) Safety curbs installed on asphalt concrete.

SECTION 415

415-1

FLEXIBLE METAL GUARDRAIL

415.1 DESCRIPTION:

This work shall consist of constructing metal beam guard railing, at the location and in accordance with the details shown on theplans, and as specified in the special provisions.

415.2 MATERIALS AND CONSTRUCTION:

Materials and construction for the railings shall conform to the following requirements:

The rail elements, terminal sections, bolts, nuts and other fittings shall conform to the specifications of AASHTO M-180, exceptas modified in this specification. The edges and center of the rail element shall contact each post or block. Rail element joints shallbe lapped not less than 12 1/2 inches and bolted. The rail metal shall be open hearth, electric furnace, or basic oxygen steel and,in addition to conforming to the requirements of AASHTO M-180, shall withstand a cold bend, without cracking of 180 degreesaround a mandrel of a diameter equal to 2 1/2 times the thickness of the plate.

The ends of each length of railing shall be fitted with terminal sections.

Workmanship shall be equivalent to good commercial practice and all edges, bolt holes and surfaces shall be free of torn metal,burrs, sharp edges and protrusions.

Three certified copies of mill test reports of each heat from which the rail element is formed shall be furnished to the Engineer.

Bolts shall have shoulders of such shape as will prevent the bolts from turning.

The rail element shall have full bearing at joints. When the radius of curvature is 150 feet or less, the rail element shall be shapedin the shop.

Unless otherwise specified the rail elements, terminal sections, bolts, nuts, and other fittings shall be galvanized in accordancewith Section 771.

Posts, including blocks, shall be construction grade, Douglas Fir, free of heart center.

The posts and blocks shall be pressure treated after fabrication with oil borne pentachlorophenol, or coppernaphthenate, asprovided in Section 779.

The posts shall be firmly placed in the ground. The space around posts shall be backfilled with selected earth, free of rock, placedin layers approximately 4 inches thick and each layer shall be moistened and thoroughly compacted.

Posts shall be placed at equal intervals, as shown on the plans, except that the end posts may be spaced closer to adjacent postsif directed by the Engineer.

The bolted connection of the rail element to the post shall withstand a 5,000 pound pull at right angles to the line of the railing.The metal work shall be fabricated in the shop, and no punching, cutting or welding will be permitted in the field. Rail elementsshall be lapped so that the exposed ends will not face approaching traffic. Terminal sections shall be installed in accordance withthe manufacturer's recommendations.

Surplus excavated material remaining after the guard railing has been constructed shall be disposed of.

Railing parts furnished under these specifications shall be interchangeable with similar parts regardless of source.

415.3 PAINTING:

All metal surfaces of the guard rails shall have a zinc chromate prime coat and two coats of white enamel. The exposed portionsof the wood posts shall have a wood primer and two coats of finish paint. Materials and application shall be as specified inSections 790 and 530. Colors shall be as directed by the Engineer.

SECTION 415

415-2

415.4 MEASUREMENT:

The railing will be measured by the linear foot from end to end along the face of the railing including terminal sections.

415.5 PAYMENT:

Payment for furnishing materials and installing guard rails complete, in place, including excavation and backfill for posts andpainting will be made on the basis of the price bid per linear foot, unless an alternate basis of payment is specified in the proposal.

SECTION 420

420-1

CHAIN LINK FENCES

420.1 DESCRIPTION:

This work shall consist of constructing chain link fences at the locations and in accordance with the details shown on the plans,and as provided in these specifications and the special provisions. When installation procedures are not covered within thesespecifications, standard details, special provisions, plans or other documents, installation will comply with ASTM F-567.

420.2 MATERIALS:

Chain link fence material shall conform to the requirements of Section 772. Portland cement concrete shall conform to therequirements of Section 725.


420.3.1 Fence Construction: Before any fence is installed, the Contractor shall submit to the Engineer for approval, shopdrawings showing the details of all fittings and gates proposed to be furnished.

Posts shall be spaced at not more than 10 foot intervals, measured from center to center of posts, and shall be placed in a verticalposition.

Changes in line or grade where the angle of deflection is 30 degrees or more shall be considered as corner and slope points,respectively, and corner or slope posts shall be installed at these points.

All posts shall be set in Class C concrete footings, which footings shall be crowned at the top to shed water. Footings for line postsfor 72 inch fabric or less shall not be less than 30 inches deep and 8 inches in diameter, and footings for line posts for fabric morethan 72 inches shall be shown on plans. All other footings, unless otherwise indicated on the plans or in the special provisions,shall be not less than 36 inches deep and 12 inches in diameter.

End, corner, slope and gate posts shall be braced to the midpoint of the nearest line post or posts with horizontal braces used ascompression members and the said line posts trussed from the brace back to the bottom of the end, corner, slope or gate post with3/8 inch steel truss rods with turnbuckles used as tension members.

Unless otherwise specified all fence shall be installed with a top rail and a bottom tension wire and the post tops shall be securedto the post by bolts or rivets. When top rail is omitted, a top and bottom tension wire shall be used.

The fabric shall be placed on the outward facing side of the posts and shall be installed so that the top edge projects above thetop rail of the fence to form a knuckled or barbed projection. The fabric shall be stretched taut and securely fastened to the posts,the top rail, and the bottom tension wire. The tension wire shall be installed on a straight grade between posts by excavating thehigh points of ground and in no case will filling of depression be permitted. Unless otherwise specified the bottom of the fenceshall be on a line approximately 2 inches above the ground surface.

The fabric shall be fastened to end, corner, slope and gate posts with 3/16 inch × 3/8 inch high carbon steel tension bars and notless than 12 gage × 1 inch steel tension bar bands spaced at 16 inch intervals; and to line posts, top rail and tension wire with 11gage or heavier tie wires or metal bands. Tire wires or metal bands shall be placed on line posts at intervals of approximately 16inches, and on top rail and tension wire at intervals of approximately 18 inches.

Barbed wire shall be installed on the fence only when specifically required by the plans or special provisions. When required, itshall be installed on extension arms of a type specified under Section 772.

420.3.2 Construction of Gates: The widths of any gates to be installed will be indicated on the plans or in the special provisions.Gates in which the width of the leaf is greater than 6 feet shall be constructed with an internal horizontal or vertical stiffener ofthe same diameter as the frame; the frame shall be trussed with a 3/8 inch adjustable tension rod. Gates in which the width of theleaf is 6 feet or less will not require a stiffener and will require only 1 truss rod.

SECTION 420

420-2

The corners of gate frames shall be fastened together and reinforced with a fitting designed for the purpose or by welding. Allwelds shall be ground smooth.

Chain link fence fabric shall be attached to the gate frame by the use of tension bars and tie wires as specified for fenceconstruction, and suitable tension connectors spaced at approximately 16 inch intervals.

The swing gates shall be hung by at least 2 steel or malleable iron hinges, so designed as to securely clamp to the gate post andpermit the gate to be swung back against the fence.

Semi-cantilever gates shall be provided with a combination steel or malleable iron catch and locking attachment of approveddesign, and shall be subject to approval of the Contracting Agency. Stops to hold gates open and a center rest with catch shall beprovided on all double drive gates and on all other gates where required.

420.3.3 Repair of Damaged Coating: Welds made after galvanizing shall be ground smooth, then wire brushed to remove looseor burned zinc coating, after which the cleaned areas shall be repaired to the satisfaction of the Engineer in accordance withSection 771. Repairs to abraded or otherwise damaged zinc coating shall be made in a similar manner.

420.4 MEASUREMENT:

Chain link fence shall be measured on the fence line along the bottom strain wire from center to center of end posts, deductingthe widths of gates and openings.

420.5 PAYMENTS:

The price bid and paid per linear foot for chain link fence shall include full compensation for furnishing all labor, materials, tools,and equipment, and doing all the work involved in constructing the fence complete in place as specified on the plans, and in thespecial provisions, except for furnishing and installing gates.

Gates will be paid for at the unit price bid for each size of gate required by the plans or special provisions, which price shallinclude full compensation for furnishing the gates, together with all necessary gate posts, fittings and hardware, and doing all thework involved in installing the gates complete in place as specified. If double gates are required, each double gate will be paidfor at the unit price bid and such unit price shall include furnishing and installing both leaves.

Full compensation for clearing the line of the fence and disposing of the resulting material, excavating high points in the existingground between posts, excavating and furnishing and placing concrete footings, connecting new fences to structures and existingfences, and any other related work shall be considered as included in the price bid per linear foot of fence and no additionalallowance will be made therefore.

SECTION 424

424-1

PARKWAY GRADING

424.1 DESCRIPTION:

This grading shall include all work necessary to bring the surface of the parkway, between the back of curbs and sidewalks and/orthe parkway between sidewalks and the right-of-way line, to the grade and cross-section shown on the plans or as directed by theEngineer. It shall also include median islands between divided roadways.

424.2 ROUGH GRADING:

(A) Fill material shall contain no rocks over 3 inches in diameter, broken concrete, or debris of any nature.

(B) Backfill behind curbs and along the edges of the sidewalk shall be made immediately upon the completion of those items.

424.3 FINE GRADING:

(A) The finished surface shall be free from stone and all debris and be true to grade and cross-sections after compaction to notless than 80% of maximum density, as determined by test methods specified in Section 301.

(B) Where existing parkways are planted in grass, flowers, or shrubs and the level is somewhat above the top of the curb, orsidewalk, the parkway shall be graded back on a 4:1 slope from the edge of curb or sidewalk, with the least possible damage tothe planted area.

424.4 PAYMENT:

Unless otherwise provided in the special provisions or proposal, no payment will be made for parkway grading as such; the costthereof shall be included in the price bid for construction or installation of the items to which such grading is incidental orappurtenant.

SECTION 425

425-1

TOPSOILS

425.1 DESCRIPTION:

This work shall consist of furnishing and hauling topsoil from an approved source and placing the topsoil as shown on the plans,in accordance with this specification and special provisions.

425.2 MATERIALS:

Topsoil shall conform to the requirements of Section 795.


Prior to the excavation of topsoil, all grass, weeds, brush, stumps, loose rocks and other objectionable material shall be removedfrom the surface of the area from which the topsoil is to be removed.

The topsoil source shall be excavated in such a manner that all material excavated will be of the same composition and structurethroughout.

Topsoil shall be spread over the areas and to the depths as specified, and shall be water settled.

After the topsoil has been spread, stumps, roots and other objectionable matter shall be removed from the surface of the area anddisposed of in a manner satisfactory to the Engineer.

425.4 MEASUREMENT:

Unless otherwise specified, topsoil shall be measured by the cubic yard in place and loose after watering and settling.

425.5 PAYMENT:

The quantities measured as provided above, will be paid for at the contract price per cubic yard for furnishing and placing topsoil,which price shall be full compensation for the item complete, as described and specified.

SECTION 430

430-1

LANDSCAPING AND PLANTING

430.1 DESCRIPTION:

This section shall govern the preparation and planting of landscape areas required in the Plans or Specifications. Materials willbe in accordance with Section 795.

Existing utilities and improvements not designated for removal shall be protected in place. Any damages will be repaired by theContractor at no additional cost to the Contracting Agency.

Unless otherwise provided, walls, curbs, planter boxes, irrigation systems, and other improvements shall be constructed after roughgrading has been completed and prior to finish grading.

430.2 GENERAL:

Landscape or planting areas shall not be cultivated when they are so wet as to cause excessive compaction or so dry as to causeexcessive dust or the formation of large clods.

Prior to any grading the areas shall be cleared and grubbed in accordance with Section 201, Clearing and Grubbing.

Finish grade for these areas shall not vary more than 1 inch from the specified grade and cross-section and shall be a smoothuniform surface, free of any abrupt grade changes or depressions. Unless otherwise specified, finish grade below adjacent paving,curbs, or headers shall be 1 inch for lawn and granite areas and 3 inches for planting areas.

Unless otherwise specified, in-place soil will be prepared and conditioned for utilization as topsoil. If imported topsoil is specifiedor has to be used, the existing soil, before subgrade, shall be scarified to a depth of 6 inches prior to placing the topsoil and thethickness of the topsoil layer shall be at least 6 inches.

All landscape and planting areas, except those intended for lawns, shall be treated with a pre-emergence control, such as “Surflan”or equal, applied in accordance with the manufacturer's recommendations.

430.3 LAWN AREAS:

430.3.1 Preparation of In-Place Soil: After clearing and grubbing has been completed, the existing surface shall be scarifiedand cultivated to a minimum depth of 8 inches; then brought to finish grade. During the operation, debris, including all stones over1 inch in any dimensions, shall be removed and disposed of offsite.

After clearing and grubbing and initial cultivation has been completed, chemical fertilizer, 16-20-0 composition, shall bemechanically spread over the entire area at an average rate of 10 pounds per 1000 square feet. After spreading, the fertilizer shallbe cultivated into the top six inches of soil using suitable equipment. The resulting soil shall be in a friable condition, suitable forplanting.

The Engineer shall inspect and approve these areas prior to seeding.

430.3.2 Seeding: If a bermuda summer lawn has not been established during its normal planting season, April through September,then rye grass (Solium Multi-folium) seed will be planted.

The rate of seeding shall be 3 1/2 pounds of bermuda seed or 15 pounds of rye seed per 1000 square feet.

After seeding has been completed, the entire area shall be rolled with a lawn roller for leveling and seed retention. Immediatelyafter rolling, the area shall be watered with a mist type spray until the soil is wet to a depth of 2 inches.

The Contractor shall provide the necessary safeguards to protect the planted areas from damage by erosion or trespass. Anydamaged areas or any areas, greater than 6 inches in diameter, which fail to show a good stand shall be repaired and replanted untilan acceptable stand of grass is obtained.

SECTION 430

430-2

430.3.3 Maintenance: The Contractor shall be responsible for maintenance of the lawn areas until they are accepted by theContracting Agency. This shall include watering, mowing, weeding and removal of all debris.

430.4 DECOMPOSED GRANITE AREA:

Decomposed granite shall be in accordance with Section 795. The Contractor shall confirm that a sufficient quantity is availableso that the entire area will be of the same composition and appearance, and shall furnish a sample to the Engineer for approvalas to color.

After preliminary grading is completed and the area has been cleared and grubbed, a pre-emergence control, such as Surflan, orequal, shall be applied over the entire area, in accordance with the manufacturer's recommendations. In flat areas, a 10 mm blackpolyethylene film shall be placed prior to spreading the granite. The decomposed granite shall be evenly distributed over the areawith a minimum depth of 2 inches. Finish grading will be accomplished and the granite will be lightly watered and then compactedto an extent satisfactory to the Engineer. After compaction, a second treatment with the pre-emergence control will beaccomplished.

430.5 TREE, SHRUB, AND GROUND COVER PLANTING:

The species, sizes, the manner in which to be furnished, and the approximate number are as shown in the plant list. The quantities,as listed, are approximate and the Contractor shall furnish and install all plant material necessary to complete the plantings asshown on the landscape plan. Change order adjustment will be made for unit price proposals, but not for lump sum proposals.

430.5.1 Substitutions: All requests for substitutions must be submitted in writing to the Contracting Agency prior tocommencement of work on the project. The Contractor shall not take any further action concerning his request until a writtenapproval or denial is received from the Contracting Agency. Plants of kinds other than those indicated on the plant list will beconsidered by the Contracting Agency only upon submission of proof that the specified plant is not reasonably procurable in thelocal region. Substitutions will resemble the specified plant in regards to appearance, ultimate height, shape, habit of growth, andgeneral soil requirement.

Substitution of a larger size of the same specie may be made by the Contractor without written approval. However, the ContractingAgency will not be responsible for any additional costs incurred by the Contractor, either for the additional cost of the plants orfor any additional planting costs.

430.5.2 Plant Inspection Prior to Delivery to the Project Site: Prior to delivery of any species to the project site, the Contractorshall make the necessary arrangement with the Engineer for an inspection of the plant material at the offsite location. Any plantsfound to be unsuitable in growth or condition or which are not true to name shall be removed and replaced with acceptable plants.

430.5.3 Plant Protection After Delivery to the Project Site: Plants transported to the site shall be planted as soon as possible.During any interim storage period, they shall not be exposed to excessive sun or drying winds. Any stock, that in the opinion ofthe Engineer, has deteriorated due to exposure or has been damaged during transporting, will be removed and replaced at theContractor's expense.

430.5.4 Plant Location: The Contractor shall stake out the location of planting areas and plantings pit prior to any excavation.Subject to the Engineer's approval, minor relocations may be accomplished at this time to avoid unsuitable conditions, such asutilities, rocky areas, poor soil, etc. If major relocations are necessary, the Engineer will provide revised plans.

430.5.5 Ground Cover Areas: The planting beds shall be brought to finish grade before spreading the fertilizer or conditioningmaterial specified. Fertilizing and conditioning material shall be mechanically spread at a uniform rate over the entire bed area.After spreading, this material shall be uniformly cultivated into the upper 6 inches of soil using suitable equipment. The resultingsoil shall be in a friable condition suitable for planting. A pre-emergence control application is required prior to planting.

Ground cover shall be planted in moist soil with the spacing as indicated on the plans. Each plant shall be planted with itsproportionate amount of soil so as to minimize root disturbance. After planting, the area shall be raked to restore a smooth finishgrade and to provide drainage. Watering will begin immediately.

SECTION 430

430-3

The Contractor is responsible for maintaining these areas until acceptance by the Contracting Agency. Maintenance will includeprotection from trespass or damage, weeding, watering, and removal of all debris. It may be necessary to install a protective fenceor barrier around these areas until growth is assured.

430.5.6 Shrub and Tree Pits: Planting pits shall be approximately circular with a diameter and depth at least twice the size ofthe plant ball or container. It must be large enough to permit handling and planting without injury or breakage of the root ball orroot system. Unless otherwise specified, the excavated soil will be conditioned and used as prepared soil mix for backfill. Plantswill not be allowed to stand in these pits without watering.

Prepared soil mix shall consist of one part organic soil conditioner (Section 795), two parts excavated soil and one pound ofgypsum and four ounces of soil sulphur per tree or one-half pound of gypsum and two ounces of soil sulphur per shrub. Thebackfill shall be produced by thoroughly combining these components into a homogeneous mixture. The Contractor shall notifythe Engineer prior to mixing prepared soil so that he may observe the mixing process. In addition, during backfilling, slow releasefertilizer tablets, Agriform 21 gram tablets with a 20-10-5 analysis, shall be added in the following quantities:

For one-gallon container . . . . . . . . . . . . . . . . . . . . . . . . . 1 tabletFor five-gallon container . . . . . . . . . . . . . . . . . . . . . . . . . 2 tabletsFor fifteen-gallon container . . . . . . . . . . . . . . . . . . . . . . . 4 tabletsFor twenty-four inches or larger box . . . . . . . . . . . . . . . . 6 tablets

All containers shall be opened and removed in such a manner that the roots of the plant are not damaged. Balled plants wrappingshall be loosened or cut back after the plant is positioned in the pit.

A layer of prepared soil mix shall be placed in the pit and the plant shall be set approximately in the center of the hole with theroot crown at its natural growing depth with respect to finish grade. The plant shall be faced so as to present the best appearanceand relationship to adjacent plants or structures. It shall be rigidly constrained until backfilling with prepared soil mix and slowrelease fertilizer tablets is completed. The backfill will be thoroughly settled by tamping and watering so that all voids are filled.

Trees shall be supported by two tree stakes (Section 795) with a top tie placed for maximum support and a second tie placedmidway between top tie and ground level.

After planting, the plants shall be pruned as directed by the Engineer.

430.6 HEADER INSTALLATION:

Headers shall be installed at the location and grades as shown on the plans prior to planting operations. Stakes shall be locatedat corners and at intervals not to exceed 5 feet and shall be driven to slightly below the top of the header. Headers shall be nailedto the stakes with two nails, clinched 1/2 inch. Splice plates shall be used at butt joint; centered on the joint and nailed with fournails.

430.7 CLEAN UP:

Any debris or other material dropped onto paved or graded area during excavation or hauling operation shall be promptly removedand these areas shall be kept neat and clean at all times. Upon completion of planting operation, all remaining soil, stones, andother debris shall be removed from the site and disposed of to the satisfaction of the Engineer.

430.8 PLANT GUARANTEE AND MAINTENANCE:

The Contractor shall insure that all plant materials are in a sound, healthy, vigorous condition free from insects, bark abrasions,or other objectionable disfigurements and shall immediately replace any plant which is unacceptable at any time up to andincluding final acceptance of the project or completion of the plant establishment period whichever occurs later. When thetermination of the plant establishment period extends beyond the final acceptance date for the project, this additional period oftime for plant establishment may be considered as a special warranty period within the standard 1-year guarantee period and theEngineer may authorize final payment in accordance with Section 109. Unless otherwise authorized by the Engineer, theContractor shall maintain all landscaped areas on a continuous basis as they are completed during the course of work and untilfinal project acceptance or the termination of the plant establishment period, whichever occurs later. Maintenance shall includekeeping the landscape areas free of debris and weeding and cultivating the planted areas at intervals acceptable to the Engineer.The Contractor shall provide adequate personnel to accomplish the required maintenance. Pruning and restaking of plants shallbe as directed by the Engineer.

SECTION 430

430-4

430.9 PLANT ESTABLISHMENT PERIOD:

The Contractor shall request an inspection by the Engineer whenever substantial completion of the planting and related work hasbeen accomplished. After this initial inspection, and subject to his approval of the work, the Engineer will issue a written fieldnotification to the Contractor setting the effective, beginning date for plant establishment. The plant establishment period shallbe for a period of 60 calendar days, but is subject to extension by the Engineer if the landscape areas are improperly maintained,appreciable plant replacement is required, or other corrective work becomes necessary.

At final project acceptance or at the end of the plan establishment period, a final acceptance inspection of the planted areas willbe made by the Engineer.


Measurement and payment shall be in accordance with Section 109.

The lump sum or unit prices established on the proposal sheet shall be full compensation for furnishing all labor, material, tools,and equipment and for performing all work necessary to complete the landscaping operation to include planting of trees, shrubs,and ground cover.

SECTION 440

440-1 Revised 1999

SPRINKLER IRRIGATION SYSTEM INSTALLATION

440.1 DESCRIPTION:

The Contractor shall furnish all the necessary labor, materials, and equipment required to complete the installation of the automaticsprinkler irrigation system providing full coverage to all plants and shrubs.

440.2 GENERAL:

Unless otherwise specified, the automatic sprinkler irrigation system layout as shown on the plans shall be considered schematic.The Contractor shall lay out the entire system using stakes to indicate the location of the various components. Preliminaryadjustments to conform to actual site condition shall be accomplished at this time and the approval of the Engineer obtained priorto any actual work being performed. Utility connections, both water and electrical, shall be as shown on the plans or as designatedby the utility concerned. Unless specifically exempted in the plans or specifications, the Contractor shall pay all costs concernedin providing these services.

Prior to the acceptance of the project, the Contractor shall furnish the Engineer 4 copies of the manufacturer's instruction andmaintenance manual for each component or group of components to include parts listings and source of supply.

Prior to final inspection, the Contractor shall submit one set of corrected, as-built drawings showing the location of all pipe, valves,wiring, and utility services.

All permits for installation or construction of any of the work included under this section, which are required by legally constitutedauthorities having jurisdiction, shall be obtained and paid for by the Contractor, each at the proper time. He shall also arrange forand pay all costs in connection with any inspections and examinations required by these authorities.

440.3 MATERIALS:

Prior to the start of construction, the Contractor shall submit shop drawings per Section 105 on all material for approval of theEngineer. All materials shall conform to Section 757.

440.4 LANDSCAPE IRRIGATION SYSTEM REMOVAL AND RESTORATION

When construction encroaches into an existing landscaped irrigation system, the Contractor shall remove the conflicting portionof the system within the right-of-way and/or easements and any portion which may remain under the proposed improvements,whether shown or not shown on the plans. If the removals affect other areas of the system not in conflict with the construction,the Contractor shall permanently or temporarily restore or modify the existing system to provide water to the unaffected areas.The restoration or modifications shall be completed within 24 hours after the disruption occurs or notification by the Engineer.

The Contractor shall restore the affected landscape irrigation system to an operational condition equal to or better than the existingsystem. When necessary, bubbler and/or sprinkler heads shall be reinstalled at the edge of the new improvements. Thereconstructed or modified system shall provide completed irrigation coverage without overspray onto walks, pavement, walls,buildings, etc.

The Contractor shall have the option to salvage and reuse existing materials. In the event that it is not feasible to reinstall thesalvaged materials, new materials shall be installed.

To provide ample notification for owners who desire to remove and restore their own system, the Contractor shall notify theaffected property owners at least fourteen (14) days prior to the scheduled removal of the irrigation system.

When determined by the Engineer that the existing sprinkler system can not be practically restored, the existing system shall beplugged and removed as directed.

Unless specified by the agency and called out in the bid documents, this work shall be considered incidental to the contract andno separate payment shall be made to comply with these provisions.

SECTION 440

440-2Revised 1999

440.5 TRENCH EXCAVATION AND BACKFILL:

Trenches and other excavations shall be sized to accommodate the irrigation system components, conduit, and other requiredfacilities. Additional space shall be provided to assure proper installation and access for inspection. Unless otherwise specified,the minimum depth of cover over pipelines and conduits shall be as follows:

(A) Electrical conduit - 18 inches

(B) Waterlines continuously pressurized - 18 inches

(C) Lateral sprinkler lines - 12 inches

(D) Plastic lines under pavement - 24 inches

The bottom of trenches shall be true to grade and free of protruding stones, roots or other matter which would prevent properbedding of pipe or other facilities.

Trenches and excavations shall be backfilled so that the specified thickness of topsoil is restored to the upper part of the trench.Compaction shall be in accordance with Section 301.

Water settling of trench backfill will not be permitted unless approved by the Engineer.

440.6 PIPE INSTALLATION:

(A) General: Pipe fittings shall be installed in accordance with the manufacturer's recommendations and these specifications.When requested by the Engineer, the Contractor shall furnish the manufacturer's printed installation instructions before pipeinstallation.

Pipe shall be bedded in at least 2 inches of finely graded native soil or sand to provide a firm, uniform bearing. After laying, thepipe shall be surrounded with additional finely graded native soil or sand to at least 2 inches over the top of the pipe. Trenchbackfill, sufficient to anchor the pipes, may be deposited before the pipeline pressure testing, except that joints shall remainexposed until satisfactory completion of testing.

When two or more pipelines are installed in the same trench, they shall be separated by a minimum horizontal clear distance of6 inches and they shall be installed so that each pipeline, valve, or other pipeline component may be serviced or replaced withoutdisturbing the other.

Piping under concrete or asphalt shall normally be installed by jacking, boring, or hydraulic driving. When any cutting or removalof asphalt and/or concrete work is necessary, it shall be saw cut in accordance with Section 601. Permission to cut asphalt and/orconcrete shall be obtained from the Engineer. Where piping on the drawings is shown under paved areas, but running parallel andadjacent to planted areas, the intent of the drawings is to install the piping in the planted area.

When plastic to steel pipe connectors are required, these connections shall be accomplished first. A non-hardening, non-oil basepipe compound or liquid teflon shall be used on the male threads only. The joint shall be hand-tightened with final tightening asnecessary to prevent leaks accomplished with a strap wrench.

Threads shall be cut with clean sharp dies and shall conform to American Standards Association Specification B2.

Joints shall be made with a non-toxic non-hardening joint compound applied to the male threads only.

(B) When wrapped pipe is specified, joints and connectors shall not be wrapped until completion of the pressure test.

(C) Plastic Pipe: Plastic pipe shall be cut square, externally chamfered approximately 10-15 degrees, and all burrs and finsremoved. It shall be joined utilizing threaded fittings or socket type, solvent welded fittings. Schedule 80 pipe only will be usedfor threaded joints. Field threading will be accomplished in the same manner as specified for steel pipe, except that a plug willbe installed in the bore of the pipe prior to threading to prevent distortion. Threaded pipe joints shall be made using teflon tapeon the male threads. Solvent will not be used for threaded joints. Threaded joints shall be hand tightened with final tightening

SECTION 440

440-3 Revised 1999

as necessary to prevent leaks with a strap wrench. Solvent welded joints shall be made in accordance with ASTM D-2855, andthe type of solvent recommended by the pipe manufacturer shall be used. Solvent shall be applied to the pipe ends in such amanner that no material is deposited on the interior surface or forced into the interior of the pipe during insertion. Excess solventon the exterior of the joint shall be wiped clean immediately after assembly.

The pipe shall be protected from damage during assembly. All vises shall have padded jaws and only strap wrenches shall be used.Any plastic pipe which has been nicked, scarred, or otherwise damaged shall be removed and replaced. Care shall be exercisedso that stresses on the previously made joints are avoided. Movement of the pipe following assembly, such as lowering the pipeinto the trench, shall not occur prior to the set time recommended by the manufacturer of the solvent cement used.

The plastic pipe will be snaked from side to side within the trench so as to provide approximately 1 foot of slack per each 100feet of pipe.

The pipeline will not be exposed to water for at least 12 hours after the last solvent welded joint has been made.

440.7 VALVES, VALVE BOXES, AND SPECIAL EQUIPMENT INSTALLATION:

Valves, backflow preventers, pressure regulators and related accessories shall be furnished and installed as specified.

All valves and other equipment shall be installed in a normal upright position unless otherwise recommended by the manufacturer,and shall be readily accessible for operation, maintenance and replacement. Sectional control valves shall not be located withinrange of sprinklers they control.

Gate valves and sectional control valves shall be installed below ground. Gate valves shall be housed in a covered concrete orplastic box that will permit access for servicing. Sectional control valves shall be equipped with a sleeve and cap centered on thevalve stem.

Quick-coupler valves and garden valves projecting above grade shall be installed a minimum of 3 feet from curbs, pavement andwalks. In non-irrigated areas, quick-coupler valves shall be set flush with finish grade, and in irrigated areas at or just above waterlevel. They shall be installed on a double swing joint riser assembly. Garden valves shall be set 12 inches above finish grade, andshall be installed on a galvanized riser. In non-irrigated areas all valve boxes, valve access sleeves, and caps shall be set to finishgrade, and in irrigated areas set adjacent to curbs, sidewalks or pavement at or just above water level. Valves shall be set atsufficient depth to provide clearance between the cover and the cap, valve handle, or key when the valve is in the fully openposition. Backflow preventers shall be provided with pipe supports and the accessories necessary to properly secure the assembly.All backflow preventers shall be assembled with pipe, fittings, and risers of an approved material by the contracting agency.

440.8 SPRINKLER HEAD INSTALLATION AND ADJUSTMENT:

In accordance with the requirements of Subsection 440.7 all mains and laterals, including risers, shall be flushed and pressuretested before installing sprinkler heads. A water coverage test shall be performed after the sprinkler heads are installed.

(A) Location, Elevation and Spacing: Sprinkler head spacing shall not exceed the maximum shown on the drawings orrecommended by the manufacturer. They shall be installed with at least 4 inches clearance from adjacent vertical elementsprojecting above grade such as walls, planter boxes, curbs and fences. Bubbler heads shall be installed a minimum of 2 inchesabove finish grade. The Engineer will notify the Contractor in writing when the planted beds are sufficiently planted and settledto make the necessary adjustments to the bubbler heads. Any adjustments are to be made within sixty (60) calendar days after thisnotification is received and at no additional cost to the Contracting Agency.

(B) Riser Assembly: A top outlet riser assembly shall consist of a pipe riser threaded into a top outlet ell or tee installed in thelateral supply line. Double-swing joint and single-swing joint riser assemblies shall utilize a horizontal 6 inches pipe nipplethreaded into a side outlet ell or tee installed in the lateral supply line. For a double-swing joint, 3 ells shall be used in theremaining assembly ahead of the vertical riser pipe. For a single-swing joint, one ell shall be used.

(C) Sprinkler Head Adjustment: After all sprinkler heads are installed and the irrigation system is operating, each section or unitshall be adjusted and balanced, with all section control valves fully open to obtain uniform and adequate coverage. Sprinkler headshaving adjustable pin nozzles or orifices shall have the pins adjusted to provide adequate distribution of water over the coveragepattern. The Contractor shall substitute larger or smaller nozzle cores in non-adjustable sprinkler heads as necessary.

SECTION 440

440-4Revised 1999

440.9 AUTOMATIC CONTROL SYSTEM INSTALLATION:

The Contractor shall install a complete automatic irrigation control system including the automatic controller, remote controlvalves and wiring, and all necessary accessories and utility service connection including the junction box and any work requiredfrom the stubout provided by the power company.

The automatic controller shall be installed outside of the coverage pattern of the irrigation system at the location designated inthe contract documents. The foundation for the controller shall be Class C concrete of the size shown on the plan or recommendedby the manufacturer. The control components in the controller shall be fused and the chassis shall be grounded. The controllershall be installed in a steel security cabinet with metal hasp and padlocks unless the controller is to be placed with a building orwalled enclosure.

Remote control valves shall be compatible with the automatic controller. The valve is to be housed in a plastic box with lockingcover, and it shall be installed with at least a 6 inches clearance below the plastic cover. The box shall be set to finish grade innon-irrigated areas and adjacent to curbs, sidewalks or pavement at or just above high water elevation in irrigated areas.

All service wiring shall be installed in rigid conduit from the service point to the controller at the minimum depth specified inSubsection 440.2. A separate disconnect switch or combination meter socket, as required, shall be installed between the sourceof power and the controller. The minimum service wire shall be No. 12 AWG copper 600 volt type, TWH or larger as requiredby the contract documents or controller manufacturer. Wire splices shall be located only in specified pull boxes and shall be madewith a packaged kit approved for underground use. Pull boxes shall be plastic with locking covers set to proper elevations on a12 inches layer of crushed rock or washed gravel.

All wiring issuing from the controller shall be direct burial installed in main or lateral waterline trenches wherever practicable.The wiring shall be bundled and secured to the lower quadrant of the irrigation pipeline at 10 foot intervals with plastic electricaltape. Sufficient slack shall be left in the wiring or tubing to provide for expansion and contraction. When the control wiring ortubing cannot be installed in a pipe trench, it shall be installed a minimum of 18 inches below finish grade.

All pilot or “hot” wires are to be of one color and all common wires are to be of another color.

Unless otherwise required, all control wiring shall be direct burial Type UF, No. 14 AWG copper. Splices in control wire shallbe made in accordance with the requirements for service wire. Sufficient slack shall be left at each splice and point of connectionin pull boxes and valve boxes so that in case of repair the valve bonnet or splice may be brought to the surface withoutdisconnecting the wire. No splices shall be permitted under pavement.

All wiring shall be tested for continuity, open circuits, and unintentional grounds prior to connecting the equipment.

Upon completion of the work the control system shall be in operating condition with an operational chart mounted within thecontroller cabinet.

440.10 FLUSHING AND TESTING:

After completion and prior to the installation of any terminal fittings, the entire pipeline system shall be thoroughly flushed toremove all foreign material. After flushing, the following tests shall be conducted in the sequence listed below. All equipment,materials, and labor necessary to perform the tests shall be furnished by the Contractor and all tests shall be conducted in thepresence of the Engineer.

(A) Pipeline Pressure Test: A water pressure test shall be performed on all pressure mains and laterals before any couplings,fittings, valves, and the like are concealed. All open ends shall be capped after the water is turned into the lines in such a mannerthat all air will be expelled. Pressure mains shall be tested with all control valves to lateral lines closed. After the pressure maintest, all valves shall be opened to test lateral lines. The constant test pressure and the duration of the test are as follows:

Mains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 hours at 125 psiLaterals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 hours at 100 psi

SECTION 440

440-5 Revised 1999

(B) Sprinkler Coverage Test: The coverage test shall be performed after sprinkler heads have been installed and shalldemonstrate that each section or unit in the irrigation system is balanced to provide uniform and adequate coverage of the areasserviced. The Contractor shall correct any deficiencies in the system.

(C) Operational Test: The performance of all components of the automatic control system shall be elevated for manual andautomatic operation.

During the maintenance period specified and at least 9 days prior to final acceptance, the Contractor shall set the controller onautomatic operation and the system shall operate satisfactorily during this period. All necessary repairs, replacement andadjustment shall be made until all equipment, electrical work, controls and instrumentation are functioning in accordance withthe contract documents.


Measurement and payment shall be in accordance with Section 109. The lump sum or unit prices established in the proposal sheetsshall be full compensation for furnishing all labor, materials, tools and equipment, and performing all work necessary to completethe sprinkler irrigation system described or specified in the contract documents.

This Page Reserved for Future Use

PART 500

STRUCTURES

Section Title

501 Driving Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-1

505 Concrete Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1

506 Precast Prestressed Concrete Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-1

510 Concrete Block Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 510-1

511 Brick Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 511-1

515 Steel Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-1

520 Steel and Aluminum Handrails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 520-1

525 Pneumatically Placed Mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-1

530 Painting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-1

SECTION 501

501-1

DRIVING PILES

501.1 DESCRIPTION:

Piles driven under this specification shall be accurately spaced, and driven either vertically or to the prescribed batter, as indicatedon the plans; no greater variation from the vertical or specified batter line than 1/4 of an inch per foot of length being permitted.Piles otherwise driven, and those seriously damaged in driving shall be removed, or cut off, and replaced with new piles. Shouldany pile be raised by the subsequent driving of others, it shall be redriven.

The pile tip elevations shown on the plans are approximate, and are to be used as a basis for establishing quantities for piling,including exploratory piles, for bidding purpose only.

When required in the special provisions one pile of the type selected or designated for the work shall be driven in each pier andabutment area as an exploratory pile. The location of these piles shall be determined by the Engineer.

The conditions under which the exploratory piles will be driven shall be as ordered by the Engineer. These exploratory piles shallbe furnished and driven by the Contractor, and under normal circumstances shall be left in place and utilized as one of thespecified piles.

Exploratory piles shall be driven with the same size and type hammer operating with the same effective energy and efficiency asthat to be used in driving the remainder of the piles.

The purpose of driving the exploratory piles is to determine the length and penetration that will be required in the balance of thepiles. Therefore, no piles other than the exploratory piles shall be driven at each pier or abutment area until such determinationhas been made by the Engineer, and has been reported to the Contractor.

The Engineer shall order the tip elevation to which the piling shall be driven for the particular pier or abutment. All piles shallbe driven to the tip elevation as established by the Engineer or deeper if necessary to develop the prescribed bearing value asdetermined by the formula prescribed below.

Required excavations in the areas through which the piles are to be driven shall be made before any pile is driven. No excavationmay be made below the bottom of the pile footing elevation, unless approved by the Engineer.

When piles are to be driven through bridge approach embankment and the depth of the embankment at the pile location is inexcess of 5 feet, the pile shall be driven in a hole drilled through embankment. The hole shall have a diameter of not less thanthe butt diameter of the pile plus 6 inches. After driving the pile, the annular space around the pile shall be filled to ground surfacewith dry sand or pea gravel.

No piles shall be driven within 25 feet of any concrete that has not attained a minimum compressive strength of 2000 psi.

501.2 DRIVING EQUIPMENT:

Pile hammers, shall be an approved type that develop sufficient energy to drive the pile at a penetration rate of not less than 1/8of an inch per blow at the required bearing value and shall develop an energy per blow at each full stroke of the piston of not lessthan one foot pound for each pound of weight driven.

Drop hammers may be used on timber pile only. Drop hammers shall weigh not less than 3,000 pounds and shall be equippedwith proper leads and hoisting equipment to handle the work efficiently. The fall of the hammer shall not exceed 10 feet.

Steam or air hammers shall be furnished with boiler or air capacity at least equal to that specified by the manufacturers of thehammers to be used. The boiler or compressor shall be equipped with an accurate pressure gauge at all times. The valvemechanism and other parts of steam or air hammers shall be maintained in first class condition so that the length of stroke andnumber of blows per minute for which the hammer is designed can be obtained at the required bearing value. Steam or airhammers not meeting these specifications, shall be removed from the work.

Other types of pile driving equipment may be used under conditions approved by the Engineer.

SECTION 501

501-2

When necessary to obtain the specified penetration and with the approval of the Engineer, the Contractor may supply and operateone or more water jets and pumps, furnish the necessary drilling apparatus and drill holes not greater than the diameter of the pileto the proper depth and drive the piles as specified below.

If a pile is set in a drilled hole, it shall be driven sufficiently to fix the point firmly and secure full bearing. The use of jets atlocations where the stability of embankments or other improvements would be endangered will not be permitted.

The cost of any jetting or drilling that may be required shall be included in the price bid for driving piles, or for other applicableitems of work.

The use of followers, underwater hammers, or hammers not in leads will not be permitted unless authorized by the Engineer.When a follower or underwater hammer is used, one pile in each bent or footing shall be furnished sufficiently long to permit beingdriven without a follower or underwater hammer.

501.3 PREDRILLED HOLES:

When approved by the Engineer, piles may be driven in predrilled holes. The holes shall have a diameter not greater than thediameter of the pile at the ground surface. The depth of the predrilled hole shall be adjusted by the Contractor as directed by theEngineer as the work proceeds in order to maintain adequate bearing. Minimum penetration of the pile below the bottom of thepredrilled hole shall be 5 feet unless otherwise authorized by the Engineer.

501.4 DRIVING:

During driving operations, the pile heads shall be protected and held in position by the use of a steel driving block or anvil.Timber piles shall be sound headed and square or shaped to closely fit the driving head. The heads of the piles may be protectedby means of heavy steel or wrought iron rings. The heads of timber or concrete piles or casings shall be protected from directimpact of the hammer by a cushion head block. The cushion shall be maintained in good condition during the entire drivingoperation. This cushion driving block shall be so arranged that any reinforcing bars projecting above the piles will not bedisplaced or injured in driving. For driving steel H-beam piles, and shells without a mandrel for cast-in-place concrete piles, steelcombination driving heads and pilots shall be used. The driving heads shall closely fit the top of the steel pile or shell and shallextend down the sides of the pile at least 4 inches. Piles materially out of lie as determined by the Engineer, shall be pulled andreplaced.

501.5 BEARING VALUE:

Piles shall be driven to the penetration and bearing value shown on the plans as a minimum. Timber piles shall not be driven toa bearing value exceeding 20 tons. The bearing value shall be determined from the applicable formula in the following schedule.

(A) For piles driven with a drop hammer:

(B) For piles with a single acting steam or air hammer and open type diesel hammers:

or

(C) For piles driven with a double acting steam or air hammer and closed type diesel hammer:

or

SECTION 501

501-3

(D) For precast concrete piles:

for single acting steam or air hammer and open type dieselhammers

for double acting steam or air hammer or closed type dieselhammer

(E) For piles driven to a batter, the safe bearing value of the pile shall be taken as U times P, the value of U being determinedas follows:

for drop hammers

for steam or air hammer and diesel hammers

U = a coefficient, less than unity.

P = safe bearing load developed by the pile in pounds.

W = weight of hammer in pounds.

L = length of stroke or height of fall of the hammer in feet.

s = penetration of the pile into the ground per blow in inches, taken as the average over the last 10 blows for drop hammersand 10 to 20 for steam hammers. Penetration shall be measured at a time when there is no appreciable rebound of thehammer and preceding blow was struck upon a sound pile head or driving block.

a = effective area of the piston in square inches.

p = mean effective steam pressure in the case of steam hammers or mean effective pressure in the case of air hammers, inpounds per square inch.

E = manufacturer's rating of energy developed by the hammer in foot-pounds.

W = weight of pile in pounds.

m = tangent at the angle of batter.

501.6 CUTOFF AND EXTENSION:

Timber piles which are to be capped shall be accurately cut off so that true bearing is obtained on every pile without the use ofshims. Other timber piles shall be cut off on the square at the elevation designated. Piles inaccurately cut off shall be replaced.Splicing of timber piles will not be permitted, except upon written permission of the Engineer.

The tops of treated piles, after cutoff, except piles that are to be capped with concrete, shall be treated as specified in Section 779.

SECTION 501

501-4

Concrete piles shall be cut off at such elevation that they will extend into the cap or footing as indicated on the plans. Concretepiles may be cast the full length of the reinforcing bars, provided that the concrete is cut off to expose the steel as shown on theplans after the piles have been driven. When it is necessary after driving, to increase the length of precast concrete piles, concreteshall be removed to expose sufficient reinforcing steel to permit a lap of at least 20 diameters. The added length shall be sufficientto reach the elevation of the bottom of the cap and shall be of the same section and the same reinforcement as the pile itself, oras shown on the plans.

When concrete piles are driven or cut off below the elevation of the bottom of the cap, the pile section shall be extended to theelevation of the bottom of the cap by means of a reinforced concrete extension constructed in accordance with the details shownon the plans.

Steel shells or concrete casings for cast-in-place concrete piles shall be cut off at the designated elevations. The work of cuttingoff precast concrete piles or concrete casings shall be performed in such a manner as to avoid spalling or damaging the pile belowcut-off. In case of such damage the pile shall be replaced or repaired as required by the Engineer.

All cut off lengths of piling shall become the property of the Contractor and shall be disposed of outside the project area.

501.7 LOAD TESTING:

A loading test shall consist of the continuous application of a load of twice the design load to the pile being tested. The pile shallbe considered to have a bearing value equal to the design load if the permanent settlement produced by such test loading is notgreater than 1/4 inch.

Unless otherwise permitted by the Engineer the loading tests shall be completed before the remaining piles are cast or driven.

Under normal circumstances, if load tests are required, they shall be performed on the exploratory piles. The loading shall notbe applied until 48 hours after the pile is driven and, in the case of cast-in-place piles, the concrete has attained a minimumcompressive strength of 2,000 psi.

In order to conduct the prescribed loading test, the Contractor shall provide proper and suitable facilities and equipment by meansof which a prescribed test load may be transmitted vertically to each pile to be so tested. Provision for varying the applied loadmust also be made, and the loads applied must be truly determinate and truly axial with the pile. The loading equipment or deviceso provided must be so constructed and arranged that any marks, gauges, dials or other instruments required to determine ormeasure deflection or settlement of the pile may be conveniently installed and observed without endangering either the observeror the instruments so installed.

The test loads shall be applied under the direction of the Engineer and at such rate or in such increments as he may specify. Whena load test of a pile is commenced, the test shall be continuous, and the Contractor shall furnish all facilities on a 24 hour, 7 dayweek basis until the test is completed. Forty-eight hours after all deflection and settlement has ceased, or sooner if directed bythe Engineer, the test load shall be removed at such rate or in such increments as the Engineer may direct. If the results of theabove described operations indicate that excessive permanent settlement of the test pile has occurred the pile shall be driven tosuch additional depth as the Engineer may specify, and the above described test loading operations then repeated, if so directedby the Engineer. Each complete operation, which shall include loading and unloading as above prescribed, shall be consideredas an individual test.

501.8 MEASUREMENT:

Furnishing piles will be measured by the linear foot of piles furnished in accordance with the lengths specified on the plans orordered by the Engineer, except that no measurement for payment will be made for furnishing piles which are subsequentlydamaged in handling or driving to the extent that they are unusable.

No measurement for payment will be made for falsework piles.

Driving piles will be measured by the linear foot from the tip to the required cut-off point of all piles satisfactorily driven.

SECTION 501

501-5

Splicing piles will be measured as a unit for each splice made, when splicing is required because of pile lengths driven in excessof those specified on the plans.

No measurement for payment will be made of splices made to obtain pile lengths in accordance with the plans.

Pile loading tests will be measured as a unit for each test made as specified or as directed.

501.9 PAYMENT:

The accepted quantities of piling, measured as provided above, will be paid for at the contract unit prices for furnishing piles,driving piles, splicing piles and pile loading tests.

When more than one type of piling is shown, each type will be scheduled and paid for separately.

When not otherwise provided, payment for splicing piles will be made at the contract unit price per splice arrived at by multiplyingthe contract unit price per linear foot for furnishing the pile by the factor five.

When test piles are specified on the plans, the bidding schedule will not contain specific items for furnishing, driving and splicingtest piles. Test piles will be measured and paid for as in the case of other piles.

SECTION 505

505-1Revised 1999

CONCRETE STRUCTURES

505.1 DESCRIPTION:

Concrete bridges, culverts, catch basins, manholes, retaining walls, abutments, piers, footings, foundations and similar structuresshall be constructed in conformity with the plans and specifications. Concrete for use in work constructed under this specificationand testing thereof shall conform to the requirements of Section 725. Reinforcing shall conform to the requirements of Section727.

Safe and suitable ladders shall be provided to permit access to all portions of the work.

505.2 SUBGRADE FOR CONCRETE STRUCTURES:

Each subgrade upon which concrete is placed shall be firm and free from water. Ground water shall be kept several inches belowsubgrade until the concrete has set. When the subgrade is in dry earth, it shall be moistened with water from a spray nozzleimmediately before concrete is placed.

When the design details for the project provide for the construction of filter or drain material consisting of gravel or combinationof gravel and sand, which material becomes subgrade for concrete, the placing of steel reinforcement and pouring of concrete shallfollow the placing of the filter or drain material as closely as practical. The filter or drain material shall be kept dewatered to theextent necessary to prevent any portion of concrete materials being carried away before the concrete has attained its final set. Nopayment will be made for the work required to keep such materials dewatered, other than such costs as may be included in theprices bid for various items of work or amount bid for dewatering when the schedule provides an item for same.

When concrete is to rest on rock, the rock shall be fully uncovered. The surface of the rock shall be removed to a depth sufficientto expose sound rock. Bedrock shall be roughly leveled off or cut to approximately horizontal and vertical steps. Seams in therock shall be grouted as directed by the Engineer and the base for structures shall be slush grouted or otherwise treated as theEngineer may direct.

505.3 FORMS:

Forms shall be of suitable material and of type, size, shape, quality, and strength to enable construction as designed. The formsshall be true to line and grade, mortar tight, and sufficiently rigid to resist any appreciable amount of springing out of shape duringplacing of the concrete. The responsibility for their adequacy shall rest with the Contractor. All dirt, chips, sawdust, nails, andother foreign matter shall be completely removed from forms before any concrete is deposited. The surfaces of forms shall besmooth and free from irregularities, dents, sags and holes that would appreciably deface the finished surface. Forms previouslyused shall be thoroughly cleaned of all dirt, mortar and foreign matter before being reused, and the reuse of forms shall be subjectto the approval of the Engineer. Before concrete is placed in forms, all inside surfaces of the forms shall be thoroughly treatedwith an approved releasing agent that will leave no objectionable film on the surface of the forms that can be absorbed by theconcrete. Care shall be exercised that no releasing agent is deposited on previously placed concrete.

Forms for all surfaces that will not be completely enclosed or hidden below the permanent surface of the ground shall be madeof surfaced lumber, or material which will provide a surface at least equally satisfactory. Any lumber or material which becomesbadly checked or warped prior to placing concrete may be rejected.

Forms for all exposed surfaces of bridges, viaducts, overcrossings and similar structures shall be constructed of plywood or anapproved equal. Plywood for forms shall be exterior type, of the grade Concrete-Form Exterior, conforming to the specificationsof the NBS, Commercial Standards latest edition. Plywood shall be furnished and placed in 48 inches widths and in uniformlengths of not less than 96 inches, except where the dimension of the member formed is less than the specified panel dimension.Plywood shall be placed with the grain of the outer plies in the direction of the span. Where plywood is attached directly to thestudding or joints, the panels shall be not less than 5/8 inch thick, and the studdings or joints shall be spaced not more than 12inches, center to center. Plywood less than 5/8 inch thick, otherwise conforming to the requirements specified, may be used witha continuous backing of 5/8 inch sheathing. All form panels shall be placed in a neat, symmetrical pattern with the horizontaljoints level and continuous.

SECTION 505

505-2

Wood forms for copings and curbs shall have a thickness of not less than 15/8 inches and a width of not less than the full depthof coping or curb.

Unless otherwise shown on the plans, all sharp edges shall be chamfered with 3/4 inch triangular fillets. Forms for curved surfacesshall be so constructed and placed that the finished surface will not deviate appreciably from the arc of the curve.

Forms shall be so constructed that portions, where finishing is required, may be removed without disturbing portion of forms toremain.

Forms for girders and slabs shall be cambered as may be required by the Engineer.

Forms shall, as far as practicable, be so constructed that the form marks will conform to the general lines of the structure.

Form clamps or bolts, approved by the Engineer, shall be used to fasten forms. The use of twisted wire loop ties to hold formsin position will not be permitted, nor shall wooden spreaders be used unless authorized by the Engineer. Clamps or bolts shallbe of sufficient strength and number to prevent spreading of the forms. They shall be of such type that they can be entirelyremoved or cut back 1 inch below the finished surface of the concrete. Forms for outside surfaces shall be constructed with stiffwales at right angles to the studs and all form clamps shall extend through and fasten such wales, all based on the rate of concretepour.

The Contractor may at his own option, pour such portions of the concrete for the structure directly against the side of theexcavation or sheathing without the use of outside forms, provided that the following conditions are met.

(A) If concrete is poured directly against the sides of the excavation, the faces of the excavation must be firm and compact, andbe able to stand without sloughing off and be at all points outside the concrete lines shown on the plans.

(B) If concrete is poured against sheathing, such sheathing shall be closely fitted and shall be outside of the concrete lines shownon the plans. Those surfaces against which the concrete is to be poured shall be faced with building paper. Except as otherwisespecified all sheathing shall be removed, but not until either at least 7 days after placing concrete or until the concrete has attaineda strength in compression of not less than 2,000 psi. Care should be used in pulling sheathing so as to avoid damaging theconcrete. Voids left by the removal of sheathing, piles and/or similar sheathing supports shall be backfilled with material havinga sand equivalent of not less than 30 and consolidated by jetting as directed by the Engineer. When, in the opinion of theEngineer, field conditions or the type of sheathing or methods of construction used by the Contractor are such as to make theremoval of sheathing impracticable, that portion of the sheathing against which concrete has been poured may be left in place.

Regardless of the method used in pouring concrete without outside forms the following stipulations shall hold:

(A) The reinforcing steel shall be accurately set and held firmly in place, to the satisfaction of the Engineer.

(B) No direct payment will be made for building paper, sheeting, gunite or concrete placed outside of concrete lines shown onthe plans. The cost thereof shall be absorbed in the prices bid for the various items of work.

(C) The Contractor shall assume all risks of damage to the work or to existing improvements due to any reason whatsoever thatmay be attributable to the method of construction outlined above.

505.3.1 Removal of Forms: The falsework supporting any span of a continuous or rigid frame structure subject to bending stressshall not be released until after the last concrete placed in the span and in the adjoining spans, excluding concrete above the deckslab, has attained a compressive strength of not less than twice the design unit stress, or 21 days after the concrete is placed,whichever occurs first.

Stairway riser forms shall be removed and the finish of the steps completed on the day the concrete is placed. Metal stairwaytreads, if required by the plans, shall be installed immediately after the steps have been placed.

SECTION 505

505-3

Side forms for beams, girders, columns, railings, or other members wherein the forms do not resist dead load bending shall beremoved not more than 24 hours after placing concrete, where finishing is required, unless otherwise directed by the Engineer,provided that satisfactory arrangements are made to cure and protect the concrete thus exposed.

Side forms for arch rings, columns, and piers shall be removed before the members of the structure which they support are pouredor placed so that the quality of the concrete may be inspected. Such forms shall be so constructed that they may be removedwithout disturbing other forms which resist direct load or bending stress.

Forms and shoring for box and arch sections of sewers and storm drains may be removed as follows:

(A) Forms for open channel walls — 16 hours.

(B) Outside forms of box sections and inside wall forms of box sections which do not support the slab forms — 16 hours.

(C) Arch sections in open cut — 12 hours.

(D) Slab forms for box sections:

(1) Type II Cement — 48 hours or 6 hours per foot of span between supports, whichever is greater.

(2) Type III Cement — 24 hours or 3 hours per foot of span between supports, whichever is greater.

(3) Type V Cement — 56 hours or 7 hours per foot of span between supports, whichever is greater.

The periods of time at which the Contractor may remove forms, as set forth above, are permissive only and subject to theContractor's assuming all risks that may be involved in such removals. At his option, except for surfaces to be finished, theContractor may leave the forms in place for such longer periods as are, in his opinion, required.

505.4 FALSEWORK:

All falsework shall be designed and constructed to provide the necessary rigidity and to support the loads. Falsework for thesupport of a superstructure shall be designed to support the loads that would be imposed if the entire superstructure were pouredat one time.

All falsework, staging, walkways, forms, ladders, cofferdams, and similar accessories shall equal or exceed the minimumapplicable safety requirements of Section 107. Compliance with such requirements shall not relieve the Contractor from fullresponsibility for the adequacy and safety of said items.

Falsework shall be founded upon a solid footing safe against undermining and protected from softening. When the falsework issupported on timber piles, the piles shall be driven to a bearing value as determined by the formula specified in Section 501, equalto the total calculated pile loading. The maximum calculated pile loading shall not exceed 20 tons.

Falsework and forms shall be so constructed as to produce in the finished structure the lines and grades indicated on the plans.Suitable jacks or wedges shall be used in connection with the falsework to set the forms to grade or camber shown on the plans,or to take up any settlement in the form work either before or during the placement of concrete. Single wedges for this purposewill not be permitted; it being required that all such wedges be in pairs to insure uniform bearing. Dead load deflection in stringersand joints will be compensated for by varying depths of the joists or by using varying depth nailing strips.

Arch centering shall be removed uniformly and gradually, beginning at the crown and working toward the springing, to permitthe arch to take its load slowly and evenly. Centering for adjacent arch spans shall be struck simultaneously.

Falsework under any continuous unit or rigid frame shall be struck simultaneously; the supporting supports being releasedgradually and uniformly, starting at the center and working both ways towards the supports.

505.4.1 Falsework Design: Falsework shall be designed by the Contractor to carry all loads and pressures which may be appliedto it. The construction loads to be applied are as follows:

SECTION 505

505-4

Tunnel centering - 100 percent of the concrete load where concrete is placed by pumping. Forms shall be so constructed toprovide adequate relief for excessive pump pressure.

All other structures - a live load of 30 pounds per square foot of horizontal area.

Transverse and longitudinal bracing - a horizontal force equal to 2 percent of the vertical load.

The unit stresses for wood falsework shall be those recommended in the West Coast Lumbermen's Association's standard gradingand dressing rules increased 25 percent for short time loading.

Falsework may be bolted or spiked at the option of the Contractor, but the use of bolts and spikes shall not be combined in thesame connection. The allowable spacings and connection values of bolts and spikes shall be in accordance with the nationaldesign specifications for stress-grade lumber and its fastenings as recommended by National Lumber Manufacturers Associationexcept that an additional allowance of 25 percent for temporary use shall be added to the connection values for bolts and spikes.

Ends of columns bearing on wedges shall be tied in both direction by girts.

Unit stresses for steel falsework shall be in accordance with the requirements of the specifications for design, fabrication anderection of structural steel for buildings of the AISC.

505.5 PLACING REINFORCEMENT:

Reinforcing bars shall be accurately placed as shown on the plans and shall be firmly and securely held in position by wiring atintersections with wire not smaller than No. 16 gage and by using concrete or metal chairs, spacers, metal hangers, supportingwires and other approved devices of sufficient strength to resist crushing under full load. Wooden supports shall not be used.

Placing bars on layers of fresh concrete as the work progresses and adjusting bars during the placing of concrete will not bepermitted. Before placing in the forms, all reinforcing steel shall be thoroughly cleaned of mortar, oil, dirt, loose mill scale, looseor thick rust and coatings of any character that would destroy or reduce the bond. No concrete shall be deposited until the placingof the reinforcing steel has been inspected and approved.

Bundle bars shall be tied together at not more than 6 foot centers.

505.5.1 Splicing: Splices of bars shall be made only where shown on the plans or as approved by the Engineer. Where bars arespliced they shall be lapped at least 30 diameters, unless otherwise shown on the plans.

Welding of reinforcing steel will not be permitted unless specifically authorized by the Engineer.

505.5.2 Bending Reinforcement: Bends and hooks in bars shall be made in the manner prescribed in the ACI, Manual ofStandard Practice.

Bars shall not be bent nor straightened in a manner that will injure the material. Bars with kinks or unspecified bends shall notbe used.

505.5.3 Welded Wire Fabric: Welded wire fabric shall be held firmly in place and spliced not less than 2 meshes.

505.6 PLACING CONCRETE:

Where a schedule for placing concrete is shown on the plans, no deviation will be permitted therefrom unless approved in writingby the Engineer.

The placing of concrete for a given pour shall start at the low point and shall proceed upgrade, unless otherwise permitted by theEngineer.

SECTION 505

505-5

With the exception of concrete placed in slope paving and aprons, and concrete placed under water, all concrete shall becompacted by means of high frequency internal vibrators of a type, size and number approved by the Engineer. The number ofvibrators employed shall be ample to consolidate the incoming concrete to a proper degree within 15 minutes after it is depositedin the forms. In all cases, at least 2 vibrators shall be available at the site of the structure in which more than 25 cubic yards ofconcrete is to be placed. The vibrators shall not be attached to or held against the forms or the reinforcing steel. The locations,manner and duration of the application of the vibrators shall be such as to secure maximum consolidation of the concrete withoutcausing segregation of the mortar and coarse aggregate, and without causing water or cement paste to flush to the surface. Freshconcrete shall be spread in horizontal layers insofar as practicable and the thickness of the layers shall not be greater than can besatisfactorily consolidated with the vibrators. If additional concrete is to be placed, care shall be taken to remove all laitance andto roughen the surfaces of the concrete to insure that fresh concrete is deposited upon sound concrete surfaces. Layers of concreteshall not be tapered off in wedge-shaped slopes, but shall be built with square ends and level tops.

Mixed concrete, after being deposited, shall be consolidated until all voids are filled and free mortar appears on the surface. Theconcrete shall be placed as nearly as possible in its final position and the use of vibrators for extensive shifting of the mass of freshconcrete will not be permitted.

Fresh concrete shall not be permitted to fall from a height greater than 6 feet without the use of adjustable length pipes or elephanttrunks.

The use of approved external vibrators for compacting concrete will be permitted when the concrete is inaccessible for adequatecompaction provided the forms are constructed sufficiently rigid to resist displacement or damage from external vibration.

During the placing of concrete, care shall be taken that methods of compaction used will result in a surface of even texture freefrom voids, water or air pockets, and that the coarse aggregate is forced away from the forms in order to leave a mortar surface.Spades or broad-tined forks shall be provided and used to produce the desired results if required by the Engineer.

The use of chutes in conveying or depositing concrete will be allowed only at the discretion of the Engineer, and wherever theyare used they shall be laid at such inclination as will permit the flow of concrete of such consistency as is required. The use ofadditional water in mixing the concrete to promote free flow in chutes of low inclination will not be allowed. Where necessaryin order to prevent segregation, chutes shall be provided with baffle boards or a reversed section at the outlet.

Columns shall be poured preferably through pipes of adjustable length and not less than 6 inches in diameter.

Horizontal members or sections shall not be placed until the concrete in the supporting vertical members or sections has beenconsolidated and a minimum 2 hour period has elapsed to permit shrinkage to occur.

Walkways shall be provided along each side and for the full length of bridge structures outside the deck area. These walkwaysshall be of sufficient width, and so constructed as to provide for the support of the bridges from which the longitudinal floatsspecified are to be operated. Inspection walkways and access thereto shall be provided under the deck forms between each pairof girders and outside of each outside girder for the full length of the bridge structure. The walkways shall be not more than 8feet below the concrete to be inspected.

505.6.1 Joints: The work shall be so prosecuted that construction joints will occur at designated places shown on plans unlessspecifically permitted otherwise by the Engineer. The Contractor shall complete, by continuous depositing of concrete, sectionfor the work comprised between such joints. The joints shall be kept moist until adjacent concrete is placed.

All construction joints at the bottom of walls or arches, at the top of walls, and all longitudinal construction joints having a keyed,stepped or roughened surface shall be cleaned by sandblasting prior to pouring the adjacent concrete. Any quality of sand maybe used which will accomplish the desired results.

The sandblasting operations shall be continued until all unsatisfactory concrete, and all laitance, coatings, stains, debris, and otherforeign materials are removed. The surface of the concrete shall be washed thoroughly to remove all loose material. The methodused in disposing of waste water employed in washing the concrete surfaces shall be such that the waste water will not stain,discolor, or affect exposed surfaces of the structures. The method of disposal will be subject to the approval of the Engineer.

All horizontal construction joints or those on slight slopes, shall be covered with Class D mortar as specified in Section 776.

SECTION 505

505-6

Expansion and contraction joints in the concrete structures shall be formed where shown on the plans and as directed. In general,such joints shall have smooth abutting surfaces, painted or separated and sealed as detailed on the plans. No reinforcement shallbe extended through the joints, except where specifically noted or detailed on the plans. Concrete or mortar shall not be permittedto lap these joints in such a manner as to effect a tie or bond that would later promote spalling.

Asphalt paint or premolded asphalt filler used in joints shall be as specified in Section 729.

No direct payment will be made for furnishing and placing asphaltic paint, premolded asphaltic filler or other types of jointseparators; their costs shall be included in the price bid for the item of work of which they are a part.

505.6.2 ADVERSE WEATHER CONCRETING:

(A) Hot Weather Concreting: Hot weather is defined as any combination of high ambient temperature, low relative humidity,and wind velocity which would tend to impair the quality of fresh concrete. These effects become more pronounced as windvelocity increases. Since last minute improvisations are rarely successful, preplanning and coordination of all phases of the workare required to minimize these adverse effects.

As an absolute minimum, the Contractor shall insure that the following measures are taken:

(1) An ample supply of water, hoses, and fog nozzles are available at the site.

(2) Spare vibrators are on hand in the ratio of one spare vibrator for each three in use.

(3) Preplanning has been accomplished to insure prompt placement, consolidation, finishing, and curing of the concrete.

(4) Concrete temperature on arrival should be approximately 60°F. and in any event shall not exceed 90°F. The use ofcold water and ice is recommended.

(5) The subgrade is moist, but free of standing water.

(6) Fog spray is utilized to cool the forms and steel.

Under extreme conditions of high ambient temperature, exposure to the direct rays of the sun, low relative humidity, and wind,even strict adherence to these measures may not produce the quality desired and it may be necessary to restrict concrete placementto early morning only. If this decision is made, then particular attention must be directed to the curing process since the concretewill be exposed to severe thermal stresses due to temperature variation; heat of hydration plus midday sun radiation versusnighttime cooling.

(B) Cold Weather Concreting: Concrete shall not be placed on frozen ground, nor shall it be placed when the ambienttemperature is below 40°F. unless adequate means are used to heat the aggregate and/or water and satisfactory means have beentaken for protecting and heating the concrete during the curing period.

(C) Wet Weather Concreting: Placing of concrete shall be discontinued when the quantity of rainfall is such as to cause a flowor wash to the surface. Any concrete already placed and partially cured shall be covered to prevent dimpling. A construction jointwill be installed prior to shut down.

(D) Replacement of Damaged or Defective Concrete: Upon written notice from the Engineer, all concrete which has beendamaged or is defective, shall be replaced by the Contractor at no cost to the Contracting Agency.

(E) Recommended Reference:(1) ACI-305 Hot Weather Concreting

(2) ACI-306 Cold Weather Concreting

(3) ACI-308 Recommended Practices for Curing Concrete

SECTION 505

505-7

505.7 CONCRETE DEPOSITED UNDER WATER:

When conditions render it impossible or inadvisable in the opinion of the Engineer to dewater excavation before placing concrete,the Contractor shall deposit under water, by means of a tremie or underwater bottom dump bucket, a layer of concrete of sufficientthickness to thoroughly seal the cofferdam. To prevent segregation the concrete shall be carefully placed in a compact mass andshall not be disturbed after being deposited. Water shall be maintained in a still condition at the point of deposit.

A tremie shall consist of a water tight tube having a diameter of not less than 10 inches with a hopper at the top. The tube shallbe equipped with a device that will close the discharge end and prevent water from entering the tube whilecharging the tube with concrete. The tremie shall be supported so as to permit free movement of the discharge end over the entiretop surface of the work and to permit rapid lowering, when necessary to retard or stop the flow of concrete. The discharge endshall be closed at the start of the work to prevent water entering the tube and shall be entirely sealed at all times, except whenconcrete is being placed. The tremie tube shall be kept full of concrete. When a batch is dumped into the hopper, the flow ofconcrete shall be induced by slightly raising the discharge end, always keeping it in the deposited concrete. The flow shall becontinuous until the work is completed and the resulting concrete seal shall be monolithic and homogeneous.

The underwater bucket shall have an open top and the bottom doors shall open freely and outward when tripped. The bucket shallbe completely filled and slowly lowered to avoid back wash and shall not be dumped until it rests on the surface upon which theconcrete is to be deposited. After discharge, the bucket shall be raised slowly until well above the concrete.

Concrete deposited in water shall have 10 percent extra cement added.

505.8 CURING:

As soon after the completion of the specified finishing operations as the condition of the concrete will permit without danger ofconsequent damage thereto, all exposed surface shall either be sprinkled with water, covered with earth, sand or burlap; sprayedwith a curing compound or sealed with a material conforming with Section 726. All concrete for bridge structures shall be watercured unless otherwise permitted by the Engineer.

Concrete that is water cured must be kept continuously wet for at least 10 days after being placed; preferably being covered, ifpossible, with at least 2 layers of not lighter than 7 ounce burlap, except that handrail, baserail, railing posts, tops of walls, andsimilar parts of the structure, if water cured, must be covered with burlap as above prescribed, immediately following the finishingtreatment specified therefor, and such covering shall not be removed in less than 4 days. Roadway areas, floors, slabs, curbs,walks, and the like, that are water cured may be covered with sand to a depth of at least 2 inches, in lieu of the burlap as specifiedabove, as soon as the condition of the concrete will properly permit, and such covering must remain wet and in place until theconcrete so covered is at least 10 days old unless otherwise directed by the Engineer or provided by special provisions.

When a sprayed impervious membrane is used, it shall be applied under pressure through a spray nozzle in such manner andquantity as to entirely cover and seal all exposed surfaces of the concrete with a uniform film. To insure complete coverage,membrane shall be applied in two applications for a total coverage of 150 square feet per gallon. The membrane, however, shallnot be applied to any surface until all of the finishing operations have been completed; such surfaces being kept damp, until themembrane is applied. All surfaces on which a bond is required, such as construction joints, shear planes, reinforcing steel, andthe like, shall be adequately covered and protected before starting the application of the sealing medium in order to prevent anyof the membrane from being deposited thereon; and any such surface with which the seal may have come in contact shallimmediately thereafter be cleaned. Care shall be exercised to avoid and prevent any damage to the membrane seal during thecuring period. Should the seal be broken or damaged before the expiration of 10 days after the placing of the concrete, the breakshall be immediately repaired by the application of additional impervious membrane over the damaged area.

Should any forms be removed sooner than 10 days after the placing of the concrete, the surface so exposed shall either beimmediately sprayed with a coating of the membrane seal, or kept continuously wet by the use of burlap or other suitable meansuntil such concrete has cured for at least 10 days.

When tops of walls are cured by the membrane sealing method the side forms, except metal forms, must be kept continuously wetfor the 10 days following the placing of the concrete.

SECTION 505

505-8

If due to weather conditions, materials used, or for any other reason, there is any likelihood of the fresh concrete checking orcracking prior to the commencement of the curing operations, it shall be kept damp, but not wet, by means of an indirect fine sprayof water until all danger of such checking or cracking is past, or until the curing operations are started in the particular areaaffected.

Since hot weather leads to more rapid drying of concrete, protection and curing are far more critical than in cool weather. Watercuring should be used wherever it is practical and should be continuous to avoid volume changes due to alternation of wetting anddrying. The need for adequate continuous curing is greatest during the first few hours after placement of concrete in hot weather.

505.9 FINISHING CONCRETE:

Immediately after the removal of forms as provided above, all concrete surfaces shall be finished in accordance with therequirements specified below.

All surfaces scheduled to be covered with backfill shall be finished so as to be free of open and rough spaces.

All surfaces that will remain exposed in the completed work shall be finished so as to be free of open and rough spaces,depressions or projections. All angles and fillets shall be sharp and true and the finished surface shall present a pleasingappearance of uniform color.

All top surfaces of walls, abutments, piers, etc., shall be finished to a smooth surface and shall be cured by an approved method.

If rock pockets or honeycomb are of such an extent and character as to affect materially the strength of the structure and toendanger the steel reinforcement the Engineer may declare the concrete defective and require the removal and replacement of thatportion of the structure affected by the Contractor at no additional cost to the Contracting Agency.

If finishing operations are not carried out as set forth below, all placing of concrete shall stop until satisfactory arrangements aremade by the Contractor to promptly correct defective finishing work and to carry out finishing operations as specified.

One of the classes of finish as specified shall be applied to the various surfaces as set forth under applicability of finishes.

No finishing or patching shall be permitted until the surface has been inspected by the Engineer.

505.9.1 Finishing Fresh Concrete in Bridge Decks: Upon placing the deck to a uniform and true surface, screed supports shallpromptly be removed from the surface and any necessary hand finishing shall be promptly accomplished in the areas where thescreed supports have been removed.

After final floating of the plastic concrete, bridge decks subject to vehicular traffic shall be textured transversely. Apparatusproducing textured grooved shall be mechanically operated from an independent self-propelled bridge. Grooves shall be 1/16to 1/8 inch in width and 3/32 to 6/32 in depth. Center to center spacing of the grooves shall be as follows: 7/8 inch, 3/4 inch, 1inch, 3/4 inch, 1-1/8 inch and then repeated, or other measurements as approved by the Engineer. Texturing shall be completedbefore surface of concrete is torn or unduly roughened by texturing operation. Grooves that close following texturing will notbe permitted and will have to be retextured. Hand tine brooms shall be available on the job site, at all times during texturingoperation, to repair faulty texturing grooves.

The finished surface will be tested with a 10 foot straightedge furnished by the Contractor. The testing will be accomplished byholding the straightedge in contact with the deck surface and parallel to the centerline. The surface shall not vary more than 1/8inch from the lower edge of the straightedge. Areas showing high spots of more than 1/8 inch shall be corrected by cutting orplaning. The cutting or planing machine shall be a rotary type, equipped with an adjustable cutter and having a minimum wheelbase of 10 feet. Areas showing low spots of more than 1/8 inch shall be filled with an approved mixture of sand, cement andepoxy. The mixture shall firmly adhere to the surface and shall match the surrounding concrete. All areas corrected shall not showdeviations in excess of 1/8 inch when tested with a 10 foot straightedge.

SECTION 505

505-9Revised 1999

505.9.2 Finishing Fresh Concrete in Sidewalks and Bridge Sidewalks: After the concrete has been placed and spread betweenthe forms, it shall be thoroughly worked until all the coarse aggregate is below the surface and the mortar comes to the top.Concrete may be consolidated by means of mechanical vibrators approved by the Engineer.

The surface shall then be struck off and worked to grade and cross section with a wood float.

A mechanical finishing machine that will consolidate the concrete and strike off and finish the surface may be used if permittedby the Engineer, provided that the machine produces a sidewalk equal to or better in all respects than that produced by the methodsspecified herein.

The surface shall be sweat finished by means of a steel trowel followed by a light broom finish.

The sidewalks shall be marked and edged with the proper tools to form the joints, marking and edges shown on the plans.

505.9.3 Finishing Green Concrete: Class I Finish — All bolts, wires and rods shall be clipped and recessed. All holes,honeycomb, rock pockets and other surface imperfections shall be cleaned out, thoroughly moistened and carefully patched withmortar. Mortar shall be composed of 1 part of cement and 2 parts of fine sand. A portion of the required cement for mortar shallbe white as required to match the color of the surrounding concrete.

Class II Finish — The surface shall be patched and pointed as specified above for Class I Finish and then promptly covered withpolyethylene film, wet burlap or wet cotton mats. If polyethylene film is used, the film shall be held securely to the surface bymeans of weights, adhesive or other suitable means. Only white polyethylene film for covering will be acceptable.

When the mortar used in patching and pointing has set sufficiently, the surface shall be uncovered and thoroughly rubbed witheither a float or a carborundum stone until the surface is covered with a lather. Cork, wood or rubber floats shall be used onlyon surfaces sufficiently green to work up such lather, otherwise a carborundum stone shall be used. During the rubbing process,a thin grout composed of 1 part cement and 1 part of fine sand may be used to facilitate producing a satisfactory lather; however,this grout shall not be used in quantities sufficient to cause a plaster coating to be left on the finished surface. A portion of therequired cement for grout shall be white as required to match the color of the surrounding concrete. Rubbing shall continue untilirregularities are removed and there is no excess material. At the time a light dust appears, the surface shall be brushed or sacked.Brushing or sacking shall be carried in one direction so as to produce a uniform texture.

Class III Finish — The surface shall be treated as specified above under Class II Finish except that after brushing, the surface shallagain be securely covered with polyethylene film, wet burlap or wet cotton mats. In not less than 1 day nor more than 4 days, thesurface shall be uncovered and rubbed with a carborundum stone. This rubbing shall continue until the entire surface is of asmooth texture and uniform color. During the process, the use of a thin mixture of equal parts of sand and cement with water willbe permitted. At the time a light dust appears, the surface shall be brushed or sacked, care being taken to carry this brushing inone direction so as to produce a uniform texture.

505.9.4 Finish Hardened Concrete: If for reasons either beyond the control of the Contractor or with the approval of theEngineer, more than 6 days have elapsed between the time of placing concrete and the time of the removal of forms, the concreteshall be considered as hardened. Prior to finishing hardened concrete, the surface shall be covered with burlap or cotton mats andkept thoroughly wet for a period of at least 1 hour. Finishing shall be identical to the respective requirements for Class I, ClassII and Class III Finish for green concrete, except that the use of a mechanically operated carborundum stone will be required forClass II and Class III Finishes.

505.9.5 Applicability of Finishes: Surfaces requiring Class I Finish — All formed structures that are to be covered by backfilland those surfaces that are normally not in view of either vehicular or pedestrian traffic such as the surfaces on the inside of barrelsof culverts, the under surfaces of decks, surfaces of concrete girders, piers and abutment walls.

Surfaces requiring Class II Finish — All exposed surfaces of headwalls, wingwalls, deck edges on culverts, end of piers on bridgesand culverts, retaining walls and those vertical surfaces under highway grade separation structures that are exposed to view of thetraveling public, including piers and pier caps, the outside face of outside girders, and other similar surfaces.

When surfaces of uniform texture and pleasing appearance are obtained through the use of first class metal forms, paper tubingor the use of special form coatings and the use of special care, such surfaces may, upon approval of the Engineer, be excludedfrom the surfaces requiring Class II Finish.

SECTION 505

505-10

Surfaces requiring Class III Finish for bridge structures — All formed or finished surfaces above the surface of the deck on theroadway side of the handrail and the outside vertical surfaces from the top of handrail and dado to the lower edge of the chamferat the bottom of the deck.

505.10 PAYMENT:

Payment for portland cement concrete structures will be made in conformity with the terms of the contract and will be based onunit prices and/or lump sums as set forth in the proposal. Such payment shall include full compensation for furnishing all labor,materials, tools and equipment, preparation of subgrade for placing of concrete and doing all work required to construct thestructures in conformity with the plans and specifications.

Where concrete is scheduled for payment on the basis of cubic yards, the calculation of the quantity of concrete for payment willbe made only to the neat lines of the structures as shown on the plans and on the basis of the concrete having the specified lengths,breadths, and thicknesses. However, all concrete shall be placed to line and grade within such tolerances as, in the opinion of theEngineer, are reasonable and acceptable for the type of work involved. The quantity of such concrete will be calculatedconsidering the mortar used to cover construction joints as being concrete and no deductions will be made for rounded or bevelededges, space occupied by reinforcing steel, metal inserts, or openings 5 square feet or less in area. The cost of cement used inmortar for covering construction joints, patching, or other uses in the structure being constructed, in excess of that required forthe design mix of the adjacent concrete, shall be absorbed in the item of work of which said mortar is a part.

SECTION 506

506-1

PRECAST PRESTRESSED CONCRETE MEMBERS

506.1 DESCRIPTION:

This work shall consist of furnishing and placing precast prestressed concrete members in accordance with the details shown onthe plans, and as provided in these specifications and special provisions.

This work shall include the manufacture, transportation and storage of girders, slabs, piling, and other structural members ofprecast prestressed concrete and shall also include the placing of all precast prestressed concrete members, except piling whichshall be placed as provided for concrete piling.

The members shall be furnished complete including all concrete, prestressing steel, bar reinforcing steel, and incidental materialsin connection therewith.

Prestressing may be performed by either pretensioning or posttensioning methods. The method of prestressing to be used shallbe optional with the Contractor, subject to the requirements provided in these specifications.

Prior to casting any members to be prestressed, the Contractor shall submit to the Engineer for review complete details of themethod, materials and equipment he proposes to use in the prestressing operations, including any additions or rearrangement ofreinforcing steel from that shown on the plans. Such details shall outline the method and sequence of stressing and shall includecomplete specifications and details of the prestressing steel and anchoring devices, anchoring stresses, type of enclosures, and allother data of the prestressing steel in the members, pressure grouting materials and equipment. For any rearrangement ofprestressing tendons the stress calculations shall be submitted for approval by the Engineer.

506.2 CONCRETE:

Concrete construction shall conform to the provisions in Section 505.

The Contractor shall be responsible for furnishing concrete for prestressed members which contains not less than 611 nor morethan 752 lbs., of cement per cubic yard of concrete, which is workable and which conforms to the strength requirements specified.Batch proportions shall be determined by the Contractor.

The compressive strength of the concrete will be determined from concrete test cylinders cured under conditions similar to thoseaffecting the member.

The use of admixtures for the purpose of producing high strength at an early date shall be subject to the approval of the Engineer.In no case shall calcium chloride or any additive containing calcium chloride be used in concrete for prestressed construction.

Concrete shall not be deposited in the forms until the Engineer has inspected the placing of the reinforcement, enclosures,anchorages, and prestressing steel.

The concrete shall be vibrated internally or externally, or both, as required to consolidate the concrete. The vibrating shall be donewith care and in such a manner that displacement of reinforcement, enclosures, and prestressing steel will be avoided.

Holes for anchor bars, and for diaphragm dowels which pass through the member, openings for connection rods, recesses for groutand holes for railing bolts shall be provided in the members in accordance with the details shown on the plans. Where diaphragmdowels do not pass through the member, the dowels may be anchored in the member by embedment in the concrete or by meansof an approved threaded insert.

Forms for interior cells or voids in the members shall be constructed of a material that will resist breakage or deformation duringthe placing of concrete and will not materially increase the weight of the member.

Forms may be removed when permitted by the Engineer provided that the concrete is not damaged in so doing and that adequatecuring is provided. The members shall be properly supported to prevent dead load bending at all times prior to initial tensioning.After prestressing, the members shall be handled or supported at or near the final bearing points for storage.

SECTION 506

506-2

The members shall be supported in transporting in a manner that will allow reasonable conformity to the proper bearing pointswith consideration for limitations of adequate hauling equipment. At all times members shall be handled or supported securelyin an upright position, avoiding tipping or racking.

Lifting devices shall not project above the surface of the member after erection unless they will be imbedded in a subsequentconcrete pour, have a minimum concrete cover of 2 inches and do not interfere with the placement of reinforcing steel or concrete.

The steam curing method or other approved methods may be used for curing precast prestressed concrete members in lieu of watercuring. Steam curing, if elected by the Contractor, shall conform to the following provisions:

(A) After placement of the concrete, members shall be held for a minimum 2-hour presteaming period. The initial applicationof the steam shall be from 2 to 4 hours after the final placement of concrete to allow the initial set of the concrete to take place.

(B) All exposed surfaces of the members shall be kept wet continuously during the holding and curing period.

(C) The steam shall be saturated below pressure and shall be distributed uniformly over all exposed surfaces of the member andshall not impinge on the exposed concrete surfaces.

(D) The steam hood shall be equipped with temperature recording devices that will furnish an accurate continuous permanentrecord of the temperatures under the hood during the curing period. The position of the temperature devices shall be approvedby the Engineer.

(E) During application of the steam the ambient air temperature shall increase at a rate not to exceed 40°F. per hour until amaximum temperature of from 140°F. to 160°F. is reached. The maximum temperature shall be held until the concrete has reachedthe desired strength.

506.3 PRESTRESSING STEEL:

Prestressing steel shall be high-tensile wire conforming to ASTM A-421, high-tensile wire strand confirming to ASTM A-416,or high-tensile strength alloy bars conforming to the following requirements:

High-tensile strength alloy bars shall be thermal stress relieved to produce suitable metallurgical structure and shall be individuallyproof-tested during the process of manufacturing to a minimum of 90 percent of the manufacturer's minimum guaranteed ultimatestrength. The mechanical properties of the completed bars shall be as follows:

Regular SpecialGrade Grade

Ultimate tensile strength psi. min. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 145,000 160,000Yield strength, measured by the 0.7 percentextension under load method, psi. min. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 130,000 140.000Elongation in 20 bar diameters afterrupture, percent, minimum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.0 4.0Reduction of area, percent, min. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25.0 20.0Modulus of elasticity at 70 percent of themanufacturer's minimum guaranteed ultimatestrength psi.min. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25×106 25×106

Diameter tolerances shall conform to ASTM A-29

Bars of different ultimate strength shall not be used interchangeably in the same member, unless otherwise permitted by theEngineer.

In handling and shipping bars, every care shall be taken to avoid bending, injury from deflection, scraping or overstressing of thebars. All damaged bars will be rejected.

SECTION 506

506-3

All wire and strand to be post-tensioned shall be:

(A) Protected from corrosion during shipping by a factory treatment or processing.

(B) Protected against abrasion during shipment and handling.

Wires shall be arranged to produce equal stress in all wire of wire groups or parallel lay cables that are to be stressedsimultaneously or when necessary to insure proper positioning in the enclosures.

Where wires are to be button-headed, the buttons shall be cold formed symmetrically about the axes of the wires, and shall developthe full strength of the wire. No cold forming process shall be used that causes indentations in the wire.

When the button-headed wire assembly is tested as a unit in tension at least 90 percent of the failures at or above the minimumguaranteed ultimate strength of the wire shall occur in the wire and not in the buttons.

All prestressing steel shall be protected against rust and other corrosion and damage and shall be free of all dirt, scale and pitsdue to rust, oil, grease and other deleterious substances when finally encased in concrete or grouted in the member.

506.4 ANCHORAGES AND DISTRIBUTION:

All post tensioned prestressing steel shall be secured at the ends by means of approved anchoring devices. The anchors shall beof such nature that they will not kink, neckdown or otherwise damage the prestressing steel.

The load from the anchoring device shall be distributed to the concrete by means of approved devices that will effectivelydistribute the load to the concrete.

Anchoring devices for all post-tensioned prestressing steel shall be of the permanent type.

Where the end of a post-tensioned assembly will not be covered by concrete, the anchoring devices shall be recessed so that theends of the prestressing steel and all parts except tendons of the anchoring devices will be at least 2 inches inside of the end surfaceof the members, unless a greater embedment is shown on the plans. Following post-tensioning, the recesses shall be filled withgrout, and finished flush.

When headed wires are used, the outside edge of any hold for prestressing wire through a stressing washer or through anunthreaded bearing ring or plate shall not be less than 1/4 inch from the root of the thread of the washer or from the edge of thering or plate.

Distribution plates or assemblies shall conform to the following requirements:

(A) The final unit compressive stress on the concrete directly underneath the plate or assembly shall not exceed 3,000 psi, anda suitable grillage of reinforcing steel shall be used in the stressed area.

(B) Bending stresses in the plates or assemblies induced by the pull of the prestressing steel shall not exceed design workingstress, as determined by the Engineer, in the anchorage plate when 100 percent of the ultimate load is applied.

(C) Materials and workmanship shall conform to the requirements in Section 515.

Should the Contractor elect to furnish anchoring devices of a type which are sufficiently large and which are used in conjunctionwith a steel grillage imbedded in the concrete that effectively distributes the compressive stresses to the concrete and steeldistribution plates or assemblies may be omitted.

506.5 ENCLOSURES:

Enclosures for prestressing steel shall be metallic and mortar-tight and shall be accurately placed at the locations shown on theplans or approved by the Engineer.

SECTION 506

506-4

In lieu of metallic enclosures, openings for prestressing steel may be formed by means of cores or ducts composed of rubber orother suitable materials that can be removed prior to installing prestressing steel.

All enclosures or openings or anchorage assemblies shall be provided with pipes or other suitable connections for the injectionof grout after prestressing.

506.6 PRESTRESSING:

All prestressing tendons shall be tensioned by the use of equipment allowing actual elongation to be measured directly and usinga hydraulic ram equipped with an accurate method of determining the tensioning force applied using one of the following methods;a gauge measuring the internal hydraulic pressure of the ram, or force exerted by the ram; a spring-type dynamometer used withthe tensioning force applied directly; an electronic load cell used with the tensioning force applied directly. Readings taken fromany one of these gauges shall be converted to actual tensioning forces through the use of calibrated values taken from a certifiedchart from a recent calibration. All gauges shall be of sufficient size and adequately made to allow accurate readings to be madeof load increments of 1 percent of the total capacity of the ram used, not to exceed 2 percent of the tensioning force used.

The force in each tendon as obtained from the calibrated value shall be compared with the tensioning force obtained fromcalculation using the modulus of elasticity, cross-sectional area and length of tendon for the actual net elongation measureddirectly. When there is a difference between the values in excess of 5 percent final anchorage of the tendon shall be delayed untilthe reason for the discrepancy is found and appropriate correction is made to reduce the difference to 5 percent or less. Withinthe allowable difference, final anchorage shall be made when the required tensioning force is obtained according to the elongationused in pretensioning and according to the corrected gauge reading in post-tensioning.

The tensioning of prestressing steel in any post-tensioned member and the cutting or releasing of prestressing steel in anypretensioned member shall not be performed until tests on concrete cylinders indicate that the concrete in the member has attaineda compressive strength of not less than the value shown on the plans for transfer strength.

Subject to prior approval by the Engineer, a portion of the total prestressing force may be applied to a member when the strengthof the concrete in the member is less than the value shown on the plans and the member may then be moved. Approval by theEngineer of such partial prestressing and moving shall in no way relieve the Contractor of full responsibility for successfullyconstructing the members.

The cutting and releasing of prestressed steel in pretensioned members shall be performed in such an order that lateral eccentricityof prestress will be a minimum. The prestressing steel shall be cut off flush with the end of the member and the exposed ends ofthe prestressing steel shall be heavily coated with roofing asphalt or coal tar.

Post-tensioning will not be permitted until it is demonstrated to the satisfaction of the Engineer that the prestressing steel is freeand unbonded in the enclosure.

The tensioning process as applied to post-tensioned members shall be so conducted that tension being applied and the elongationof the prestressing steel may be measured at all times. A record shall be kept of gauge pressures and elongations at all times andshall be submitted to the Engineer for approval.

Draped prestressing steel in post-tensioned members shall be tensioned by simultaneous jacking at each end of the assembly,except where low frictional forces permit tensioning from one and as determined by the Engineer.

Determination of the jacking stresses shall be supported by calculations, or both calculations and field tests when specified,prepared by the Contractor. The Contractor shall submit his calculations to the Engineer for approval, and prior to making fieldtests shall submit details of his proposed gauges and load devices for determining the jacking load at each end of the testprestressing unit to the Engineer for approval. The stress at the center will be calculated from the average of the end test loads,when tests are required. Jacking stresses within 2 percent of the specified values will be considered satisfactory.

SECTION 506

506-5

The following friction coefficients shall be used in calculating friction losses. K represents the wobble of the ducts, and Urepresents the curvature in draped cables:

Type of Steel Type of Duct K U

Bright metal wire or strand Bright metal 0.002 0.30

Galvanized 0.0015 0.25

Bright metal bars Bright metal 0.0003 0.20

Galvanized 0.0002 0.15

The maximum temporary tensile stress (jacking stress) in prestressing steel shall not exceed 75 percent of the ultimate tensilestrength of the prestressing steel. The prestressing steel shall be anchored at stresses (initial stress) that will result in the ultimateretention of working forces of not less than those shown on the plans but in no case shall the initial stress exceed 70 percent ofthe ultimate tensile strength of the prestressing steel.

506.7 BONDING AND GROUTING:

Post-tensioned prestressing steel shall be bonded to the concrete by pressure grouting the enclosures or openings.

All prestressing steel to be bonded to the concrete shall be free of scale and pits due to rust, dirt, oil, grease and other deleterioussubstances.

Grouting equipment shall be capable of grouting to a pressure of at least 100 psi. The grouting shall consist of neat cement andwater conforming to the provisions in Section 725. The grout shall completely fill the enclosure or opening.

All enclosures or openings shall be clean and free of all foreign materials that would impair bonding of the grout. Each enclosureor opening shall be thoroughly flushed out with water and blown out with air or cleaned by other approved methods immediatelyprior to grouting.

After post-tensioned prestressing steel has been pressure grouted, the member shall not be moved or otherwise disturbed until atleast 24 hours have elapsed.

506.8 SAMPLES FOR TESTING:

Sampling and testing shall conform to the specifications or ASTM A-416 and A-421 as provided in this specification.

Samples from each size and each lot of prestressing steel wires and bars, from each manufactured reel of prestressing steel strand,and from each lot of anchorage assemblies and bar couplers to be used shall be furnished for testing.

All wire or bars of each size from each mill lot and all strand from each manufactured reel to be shipped to the site shall beassigned an individual lot number and shall be tagged in such a manner that each such lot can be accurately identified at the jobsite. Each lot of anchorage assemblies and bar couplers to be installed at the site shall be likewise identified. All unidentifiedprestressing steel, anchorage assemblies or bar couplers received at the site will be rejected.

The following samples of material and tendons, selected by the Engineer from the prestressing steel at the plant or job site, shallbe furnished by the Contractor to the Engineer well in advance of anticipated use:

(A) For wire or strand one 7 foot long sample shall be furnished for each heat or reel and for bars one 6 foot long sample shallbe furnished for each heat.

(B) If the prestressing tendon is to be prefabricated, one completely fabricated prestressing tendon 5 feet in length for each sizeof tendon shall be furnished, including anchorage assemblies. If the prestressing tendon is to be assembled at the job site, sufficient

SECTION 506

506-6

wire or strand and end fittings to make up one complete prestressing tendon 5 feet in length for each size of tendon shall befurnished, including anchorage assemblies.

(C) If the prestressing tendon is a bar, one 6 foot length complete with one end anchorage shall be furnished and in addition ifcouplers are to be used with the bars two 3 foot lengths of bar equipped with one coupler and fabricated to fit the coupler shallbe furnished.

Prestressing systems previously tested and approved need not be furnished as complete tendon samples, provided there is nochange whatsoever in the material, design or details previously approved. Shop drawings shall contain an identification of theproject on which approval was obtained, otherwise sampling will be necessary.

For prefabricated tendons, the Contractor shall give the Engineer at least 10 days notice before commencing the installation ofend fittings or the heading of wires. The Engineer will inspect all end fitting installations and wire headings while such fabricationis in progress at the plant and will arrange for all required testing of the material to be shipped to the site.

No prefabrication tendon shall be shipped to the site without first having been released by the Engineer, and each tendon shallbe tagged before shipment for identification purposes at the site. All unidentified tendons received at the site will be rejected.

Job site or site as referred to herein shall be considered to mean the location where the members are to be manufactured whetherat the project site or a removed casting yard.

The release of any material by the engineer shall not preclude subsequent rejection if the material is damaged in transit or laterdamaged or found to be defective.

506.9 HANDLING:

Extreme care shall be exercised in handling, storing, moving and erecting precast prestressed concrete members to avoid twisting,racking or other distortion that would result in cracking or damage to the members. Precast prestressed members shall be handled,transported and erected in an upright position and the points of support and directions of the reactions with respect to the membersshall be approximately the same during transportation and storage as when the member is in its final position.

Precast prestressed concrete members shall be placed in the structure in the conformity with the plans and special provisions forthe structure to be constructed.

Precast prestressed concrete piling shall be placed in accordance with the provisions for concrete piling.

506.10 PAYMENT:

Precast prestressed concrete members, except piling, will be paid for at the contract price or prices for furnishing and erectingprecast prestressed concrete members of the various types and lengths set forth in the proposal.

The contract price paid for furnishing the member shall include full compensation for furnishing all labor, materials, tools,equipment, and incidentals, and for doing all work involved in constructing and furnishing the member at the site of the workcomplete in place as shown on the plans, and as specified.

Partial payment will be allowed for members which are in the stockpile at the manufacturer's plant.

SECTION 510

510-1

CONCRETE BLOCK MASONRY

510.1 DESCRIPTION:

All materials for concrete block masonry shall conform to the requirements of Sections 775 and 776.

510.2 CONSTRUCTION:

Proper masonry units shall be used to provide for all windows, doors, bond beams, lintels, pilasters, etc. with a minimum of unitcutting. Where masonry unit cutting is necessary, all cuts shall be neat and regular and edges exposed in the finished work shallbe cut with a power driven abrasive saw.

Where no bond pattern is shown, the wall shall be laid up in straight uniform course with regular running bond with alternateheader joints in vertical alignment.

Intersecting masonry walls and partitions shall be bonded by staggering the joints to form a masonry bond and the use of 1/4 inchminimum diameter ties at 24 inches o.c. maximum.

Where stack bond is indicated on the plans, approved metal ties shall be provided horizontally at 24 inches o.c. maximum.

Where masonry facing is a part of wall construction metal, ties shall be furnished and installed as directed by the Engineer.

Mortar joints shall be straight, clean and uniform in thickness. Unless otherwise specified or detailed on the plans, horizontal andvertical joints shall be approximately 3/8 inch thick with full mortar coverage on the face shells; shall have vertical joints butteredwell for a thickness equal to the face shell of the block and these joints shall be shoved tightly, so that the mortar bonds to bothblocks. No slushing or grouting of a joint will be permitted, nor shall a joint be made by working in mortar after the units havebeen laid.

Exposed walls shall have joints tooled with a round bar or V-shaped bar to produce a dense, slightly concave surface well bondedto the block at the edges. Tooling shall be done when the mortar is partially set but still sufficiently plastic to bond. All toolingshall be done with a tool which compacts the mortar, pressing the excess mortar out of the joint rather than dragging it out.

If it is necessary to move a block so as to open a joint the block shall be removed from the wall, cleaned and set in fresh mortar.

510.3 PLACING REINFORCING STEEL:

Reinforcing steel shall be placed as indicated on the plans. Splices shall be lapped a minimum of 40 diameters, except that dowelsother than column dowels need to be lapped only 30 diameters. Column dowels shall lap 50 diameters.

Outside horizontal steel shall lap around corners 40 diameters, and be carried through columns unless otherwise shown on theplans. Inside horizontal steel shall extend as far as possible and bend into corner core. A dowel shall be provided in the foundationfor each vertical bar. Bending of dowels to fit openings will not be permitted and, where required, new dowels shall be installedby drilling and grouting. All lap joints shall be wired.

Vertical cores containing steel shall be filled solid with grout, and thoroughly rodded.

Where knockout blocks are used, steel shall be erected and wired in place before 3 courses have been laid. Vertical cores at steellocations shall be filled as construction progresses.

Where knockout blocks are not used, vertical cores at steel locations shall be filled in lifts of not more than 4 feet. The maximumheight of pour shall be 8 feet. Cores shall be cleaned of debris and mortar and shall have reinforcing steel held straight in place.If ordered by the Engineer, inspection and cleanout holes shall be provided at the bottom of each core to be filled.

Reinforcing steel shall be inspected prior to placing grout.

SECTION 510

510-2

510.4 CURING:

Newly constructed masonry shall be kept damp for at least 5 days with a nozzle regulated fog spray sufficient only to moisten facesof the masonry but not of such quantity as to cause water to flow down over the masonry.

510.5 MORTAR AND GROUT:

Mortar and grout used for concrete block masonry shall conform to Section 776.

510.6 PAYMENT:

Payment for concrete block masonry will be included in the lump sum price for the structure of which the masonry is a part, unlessanother basis for payment is included in the proposal.

SECTION 511

511-1

BRICK MASONRY

511.1 MATERIALS:

Unless otherwise specified, brick masonry shall be constructed of brick conforming to Section 775 and cement mortar as describedin Section 776.

511.2 BRICKLAYING:

The amount of wetting will depend on the rate of absorption of the brick at the time of laying. When being laid, the brick shallhave suction sufficient to hold the mortar and to delete the excess water from grout, and shall be sufficiently damp so that themortar will remain plastic enough to permit the brick to be leveled and plumbed after being laid without breaking the mortar bond.

Brick work shall be plumb, level, straight and true to dimensions shown on the plans. Such work shall start, where feasible, at aleast important corner of wall and the masonry contractor shall request an early inspection of the work by the Engineer. All patternwork, bonds or special details indicated on the plans shall be accurately and uniformly executed. Face bonding shall be as shownon the plans, but if not shown, shall be running bond for standard size brick and approximately a bond for oversize brick andapproximately 1/4 bond for modular brick unless otherwise designated by the Engineer. All bed and head joints shall be solidlyfilled with mortar at the time of laying.

Unless otherwise shown or detailed on the plans the thickness of mortar joints shall be uniformly 1/2 inch.

Face bricks shown to be laid in stack bond shall have the center lines of vertical joints plumb and the brick laid equidistant fromthe center line with not more than 1/8 inch variation in the width of these joints. The brick in each separate stack shall not varymore than 1/8 inch in length, but the separate stacks may vary in width of stacks.

When mortar has slightly stiffened, solidly fill with mortar all interstices between bricks and between bricks and other materialsand also fill all line pin holes. Jointing and tooling shall be done before mortar has stiffened.

Masonry to be plastered shall have all mortar joints trowel cut flush.

Masonry to be painted and not shown to be tooled or raked, shall have all joints carefully and evenly struck with a trowel.

Masonry to be left exposed without paint or plaster, shall have all mortar joints carefully and evenly tooled with a metal jointingtool of a type as approved by the Engineer. Masonry shown or indicated to have raked joints shall have the joints raked out 3/8inch deep, then tooled with a flat jointing tool, then brushed with a stiff non-metallic brush. Sack-rubbing or wiping finishedmasonry with rags will not be permitted.

511.3 PROTECTION:

Protect all sills, ledges, offsets, other materials, etc., from droppings of mortar during construction. Protect the tops of allunfinished masonry from rain by using water-repellant covering such as roofing felt or tar paper.

Protect the surfaces of wall, piers, etc., from mortar droppings, or splashes at scaffold heights.

511.4 CURING:

Finished masonry shall not be wetted, except when exposed to extreme hot weather or hot wind, and then only by using a nozzleregulated fog spray sufficient only to dampen the face but not of such quantity to cause water to flow down over the masonry.

SECTION 511

511-2

511.5 REINFORCED GROUTED BRICK MASONRY:

Mortar in all bed joints shall be held back 1/4 inch from edges of brick adjacent to grout space, or shall be beveled back andupward from grout space. The thickness of head and bed joints shall be as hereinbefore specified or shown. Head joints specifiedor shown to be less than 5/8 inch thick shall be solidly filled with mortar as brick are laid. Head joints 5/8 inch or more in thicknessmay have mortar sufficient only to form dams to retain the grout. Bed joints shall not be deeply furrowed with the trowel. All brickshall be shoved at least 1/2 inch into place. One outer tier shall be not more than 12 inches before grouting, but the other tier shallbe not more than 4 inches high before placing the grout. Grout shall be thoroughly agitated and mixed to eliminate segregationbefore being placed. All interior grout spaces shall be filled with grout and immediately puddled or swished with a stick or rod(not a trowel) sufficiently to cause the grout to flow into all interstices between the bricks and to fully encase the reinforcing steel.Wherever possible, grouting shall be done from the inside face of exterior masonry. If any grout contacts the finished masonry,it shall be immediately removed, and the surface cleaned.

In masonry which is more then 2 tiers in thickness, including pilasters and columns, the interior shall be of whole or half bricksplaced into grout with not less than 3/4 inch of grout surrounding each brick or half brick. Except at the finish course, all groutshall be stopped 1 1/2 inches below the top of both outer tiers. Where necessary to stop off a longitudinal run of masonry, it shallbe done only by racking back 1/2 brick length in each course and stopping grout 2 inches back of the rack. Toothing will not bepermitted unless special approval is given by the Engineer.

Reinforcing steel shall be accurately placed in strict accordance with the plans and notes thereon. Vertical steel shall be held firmlyin proper position. Where necessary this shall be done by means of frames or other suitable devices. Horizontal steel may beplaced as the work progresses.

511.6 PAYMENT:

Payment for brick masonry will be included in the lump sum price for the structure of which the masonry is a part unless anotherbasis for payment is included in the proposal.

SECTION 515

515-1

STEEL STRUCTURES

515.1 DESCRIPTION:

515.1.1 Shop Drawings: The Contractor shall prepare and submit to the Engineer for approval, complete shop drawings whichshall show details, dimensions, sizes of materials, and all information and data necessary for the metal work, including full detailsof the match markings. Any materials fabricated by the Contractor prior to the approval of the drawings will be at his risk. TheContractor shall be responsible for the correctness of the drawings and for shop fits and field corrections, even though the drawingsmay have been approved by the Engineer.

515.1.2 False work: The Contractor shall be fully responsible for designing and providing false work capable of supporting allloads which are applied.

515.1.3 As Built Plans: When required by the special provisions, the Contractor shall furnish to the Engineer before formalacceptance of the work detailed plans of the structure as built. Inasmuch as the plans will be retained by the Contracting Agencyas permanent records, they must be in the form of printable transparencies of quality satisfactory to the Engineer.

515.1.4 Methods and Equipment: When requested by the Engineer, before starting erection of any structural members, theContractor shall inform the Engineer fully as to the methods he proposes to follow and the amount and character of equipmenthe proposes to use. The use of such methods and equipment shall be subject to the approval of the Engineer. Approval by theEngineer shall not be considered as relieving the Contractor of the responsibility for the safety of his methods or equipment orfor carrying out the work in full accordance with the plans and specifications.

An inspector or other authorized representative of the Engineer may examine the metals and metal items to be fabricated beforethey are worked in the shop and may exercise constant surveillance over the work during its progress, with full power to rejectmaterials or workmanship not conforming to the plans and specifications.

The Contractor shall give the Engineer sufficient advance notice to permit ample time for the inspection of materials beforecommencement of the fabricating operations.

The Engineer shall be furnished complete copies in triplicate of all mill reports. The Contractor shall furnish ample means andassistance for sampling all materials. Arrangements shall be made for the Engineer to have free access at all times to any portionof the shops where work is being done.

No fabricating, machining, cutting, welding, assembling, or painting shall be done except with the knowledge of the Engineer.Any work done otherwise will be subject to rejection.

The acceptance of any material or finished member by the Engineer shall not be a bar to subsequent rejection if it is later foundto be defective. Rejected material and workmanship shall be promptly replaced.

Samples of materials, except castings, shall be cut from stock designated by the Engineer or will be selected from items furnished.Gray iron, steel, and bronze castings shall be cast with test coupons.

515.2 STEEL BUILDING AND MISCELLANEOUS STEEL STRUCTURES:

Details of design, fabrication and erection of such buildings and structures shall conform to the specifications for the design,fabrication and erection of structural steel for buildings of the AISC except as modified by the special provisions for any conflictswith the applicable building code which may exist.

The design, fabrication and erection of structural steel and all similar work incidental or appurtenant to steel construction forhighway bridges shall be performed in accordance with the latest standard specifications for highway bridges adopted byAASHTO. The plans or special provisions will designate the members to be galvanized.

515.2.1 Miscellaneous Metal Fabrication: The provisions of this subsection shall apply to items not intended primarily forstructural purposes and which are fabricated from metals.

SECTION 515

515-2

If straightening of any materials is necessary, the straightening shall be done by methods which will restore the material to itsoriginal shape or surface without residual blemish. Sharp kinks or bends will be considered a cause for rejection of the materials.

The finish of miscellaneous metal items shall not be less in quality and workmanship than that standard considered to be thecommercial standard for the kind of member being furnished. Punched and drilled holes shall be burred and, unless otherwisespecified, sheared and machined edges shall be finished by grinding to an appropriate radius. Riser, sprue, or vent marks oncastings shall be ground flush with the adjacent surface. Blow holes in castings shall not be repaired by any method except asauthorized in advance by the Engineer. Exposed edges of sheet metal shall be dressed with a stone or file to remove the sharpedges or corners. Drilled or punched holes which are improperly located or misaligned shall be cause for rejection and may notbe corrected without the prior approval of the Engineer. All parts of assemblies shall be fabricated so that they may be assembledwithout forcing or drifting.

Welders proposed to be used on miscellaneous metal fabrication will be subject to qualifications.

515.3 WORKMANSHIP:

Workmanship and finish shall be equal to the best general practice in modern bridge shops.

Rolled material before being laid off or worked shall be straight. If straightening is necessary, it shall be done by methodsapproved by the Engineer. Kinks and bends may be cause for rejection of the material.

If straightening is necessary in the field only methods approved by the Engineer shall be used.

Following the straightening of a bend or buckle, the surface of the metal shall be carefully inspected for evidence of fracture.

Portions of the work exposed to view shall be finished neatly. Shearing, flame cutting and chipping shall be done carefully andaccurately. Undercut gusset plates will not be accepted. All sharp corners and edges, and edges that are marred, cut or roughenedin handling or erection, shall be slightly rounded by grinding or other suitable means.

515.4 COMPUTED WEIGHT:

The computed weight shall be obtained by the use of the following rules and assumptions:

(A) The weight of structural and cast steel shall be assumed at 0.2833 pound per cubic inch. The weight of cast iron shall beassumed at 0.2604 pound per cubic inch. The weight of wrought iron shall be assumed at 0.2776 pound per cubic inch.

(B) The weights of rolled shapes and of structural plates, shall be computed on the basis of their nominal weights and dimensions,as shown on the shop drawings, deducting for copes, cuts, and open holes, exclusive of rivet or bolt holes.

(C) Rivets, bolts, and welds shall be considered as incidentals and their price shall be included in the price of steel shapes andplates.

(D) The weight of castings and fillets shall be computed from the dimensions shown on the shop drawings, deducting for allopenings or cuts in the finished casting.

(E) The weight of pins and rollers shall be computed from the dimensions shown on the shop drawings, deducting for all holes,openings, pockets, and metal removed by machine finishing.

Pilot nuts and driving nuts for each size of pin shall be furnished for erection work and the weights of such nuts will not beincluded in the weight of structural steel to be paid for.

(F) If computed weights are used to determine the pay quantities of galvanized metal, the weight to be added to the calculatedweight of base metal for the galvanizing shall be determined from the table of weights of zinc coatings specified by the ASTMA-153.

515.5 PAINTING:

With the exception of items which are to be galvanized, structural steel members and miscellaneous metal items shall have a shopprime coat of approved rust-inhibitive paint. Application shall be as specified in Section 530. The thickness of the prime coat shallbe not less than one mill.

SECTION 515

515-3

After erection of structural steel uncoated surfaces at connections, surfaces where the shop coat has been abraded or otherwisedamaged shall be touched up. Match marks and identification marks shall be properly cleaned off and painted over. The paint shallbe identical to that used for the shop prime coat.

515.6 MEASUREMENT:

Steel structures will be paid for at a lump sum price or at a price per pound for structural steel, and at prices per pound for caststeel and cast iron. The pay quantities will be determined by computed weights or, by scale weights obtained as provided in thisspecification. Only material actually used in the completed structure will be paid for.

The pay quantities will be determined by computed weights for rolled sections and scaled weights for castings except as otherwisespecified.

Computed weights will be used to determine pay quantities of alloy and carbon steel when members contain both alloy and carbonsteel.

The weight of erection bolts, paint, boxes, crates, and other containers used for packing and the materials used for supportingmembers during transportation will not be included in the weights of material to be paid for.

The weight of structural steel to be paid for will not exceed the computed weight by more than 1 1/2 percent. The weight of caststeel or cast iron to be paid for will not exceed the computed weights by more than 7 1/2 percent. If the scale weight of anymember is less than 99 1/2 percent of the computed weight of that member, the member will be rejected and will not be paid for.

If computed weights are used, the weight to be paid for will be the calculated weight as established by the Engineer and noallowance will be made for weight in excess thereof.

515.7 PAYMENT:

Unless otherwise provided in the proposal, the basis of payment for steel structures shall be as follows:

The price paid per pound for structural steel including full compensation for furnishing all labor, materials, tools, equipment andincidentals, and for doing all the work involved in furnishing, fabricating, delivering, erecting and prime coating the steel work,complete in place, as shown on the plans, and as specified in these specifications and the special provisions, and as directed bythe Engineer.

The prices paid per pound for cast steel, cast bronze and cast iron shall include full compensation for furnishing all labor,materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and placing the materials, completein place, as shown on the plans, and as specified in these specifications and the special provisions, and as directed by the Engineer.

Full compensation for furnishing and placing sheet packing, performed fabric pads, elastomeric or elastic bearing pads, and redlead paste, and for grouting masonry or bearing plates as shown on the plans shall be considered as included in the price paid forstructural steel and no separate payment will be made therefore. Where the specifications or plans require metal to be galvanized,the price paid per pound for the metal, including the weight of zinc coating, shall be considered as full compensation for furnishingall labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing the galvanized metalcomplete in place, as shown on the plans, and as specified in the specifications and the special provisions, and as directed by theEngineer.

SECTION 520

520-1

STEEL AND ALUMINUM HANDRAILS

520.1 DESCRIPTION:

Metal handrail shall consist of furnishing all materials and constructing handrail of steel or aluminum, including railing, posts,fittings and anchorages. Metal handrail shall be fabricated, installed and painted, when required, in accordance with the detailsshown on the plans and these specifications.

520.2 FABRICATION:

Prior to beginning any work on the fabrication of the railing, the Contractor shall submit shop drawings for approval, showingcomplete railing details.

Materials furnished for metal handrail shall conform to the requirements specified on the plans.

The Engineer shall be furnished complete, copies in triplicate of all mill reports on steel and aluminum materials furnished.

Railings shall be fabricated from welded or seamless members of the size and thickness shown on the plans. Steel members shallconform to the requirements of ASTM A-53. Grade B structural steel conforming to ASTM A-36, or tubular sections of hot rolledmild steel, as shown.

Welding shall be performed by the electric arc process and shall be done in conformance with Specifications for Welded Highwayand Railway Bridges of the AWS. All butt welds on exposed surfaces shall be ground flush with adjacent surfaces.

Railing panels shall be straight and true to dimensions.

For structures on curves, either horizontal or vertical, the railing shall conform closely to the curvature of the structure.

The completed steel railing units shall be galvanized in accordance with the requirements of Section 771 unless otherwisespecified.

520.3 ERECTION:

The railing shall be carefully erected, true to line and grade. Posts and balusters shall be vertical and parallel with the deviationfrom the vertical for the full height of the panel not exceeding 5/8 inch. After erecting the railing, any abrasions or exposed steelshall be repaired in accordance with Section 771 or Section 530.

520.4 MEASUREMENT:

The various types of railing will be measured by the linear foot from end to end along the face of the railing including terminalsections.

520.5 PAYMENT:

The price paid per linear foot for handrailing shall include full compensation for furnishing all labor, materials, tools, andequipment and doing all work involved in constructing the railing complete in place as shown on the plans and specified herein.

SECTION 525

525-1

PNEUMATICALLY PLACED MORTAR

525.1 DESCRIPTION:

The work under this section shall consist of furnishing all material and pneumatically placing, by means of suitable equipmentand competent operators, either premixed portland cement and fine aggregate (dry mix process) or premixed concrete (wet mixprocess).

525.2 DRY MIX PROCESS:

The dry mix process shall consist of thoroughly mixing a proportional combination of fine aggregate and portland cement andconveying this mixture through a delivery hose to a special nozzle where water is added and combined with the dry ingredientsprior to discharge. The nozzle water ring shall be cleaned daily.

The fine aggregate shall be material sand, conforming to ASTM C-33, with Gradation No. 1 as shown in Table 525-1 and withnot less than 3 percent or more than 7 percent moisture by weight.

Portland cement and mixing water shall conform to the requirements of Section 725.

The dry mix shall consist of 1 part portland cement and 4.5 parts of fine aggregate by weight. Machine mixing will be required.This operation of proportioning and mixing shall be subject to the approval of the Engineer.

525.3 WET PROCESS:

The wet process shall consist of premixing by mechanical methods a proportional combination of portland cement, aggregate andwater required to produce mortar or concrete and conveying this mortar or concrete through the delivery hose to the special nozzlewhere additional compressed air is added prior to discharge. The air ports in the nozzle shall be cleaned daily.

The portland cement concrete used for the Wet Mix Process shall conform to Section 725 and shall be Class A (3000 psi) unlessotherwise specified. In no event shall a slump greater than 4 inches be used. As the work approaches the vertical, the maximumslump shall not exceed 1 inch.

The fine and coarse aggregate shall conform to ASTM C-33 using one of the three graduations shown in Table 525-1. Unlessotherwise specified, Gradation No. 1 will be used.

TABLE 525-1

PNEUMATICALLY PLACED MORTAR GRADATION (A.C.I. TABLE 2.2.1)

Sieve sizePercent by weight passing individual sieves

Gradation No. 1 Gradation No. 2 Gradation No. 3*

3/4 in.1/2 in.3/8 in.No. 4No. 8

No. 16No. 30No. 50

No. 100

——

10095-10080-10050-8525-6010-302-10

—100

90-10070-8550-7035-5520-358-202-10

10080-9570-9050-7035-5520-4010-305-172-10

*Batch fine and coarse aggregates separately to avoid segregation.

525.4 REINFORCING STEEL:

Reinforcing steel bars or welded-wire fabric shall conform to Section 727 and shall be 6 x 6 - W 1.4 x 1.4 welded wire fabricunless otherwise specified. Reinforcement shall be placed as closely as possible to the center of the mortar.

SECTION 525

525-2

525.5 EQUIPMENT:

Prior to the start of construction, the Contractor shall demonstrate that his equipment, materials and operators are capable ofproviding a finished structure in accordance with the specifications. For this demonstration, the Contractor shall provide testpanels, 30 inches by 30 inches, with a depth the same as the structure, but not less than 4 inches. A separate panel shall beprovided for each shooting position to be used (overhead, slope and/or slab) and one half of each panel shall contain reinforcementas used in the structure. Cores will be taken for visual inspection and compressive strength tests. The Engineer has the authorityto accept or reject equipment, materials and/or operators based on his evaluation and his decision will be final.

If the Contractor can present valid, factual documentation to the satisfaction of the Engineer that his equipment, materials andoperators have produced satisfactory results on similar work within the past six months, the Engineer may eliminate the test panelprocedure.

525.6 SURFACE PREPARATION:

The surface on which the mortar is to be placed shall be compacted and true to line and grade as required by the plans andspecifications. The surface shall be uniformly moistened so that water will not be drawn from the freshly-placed mortar. Placementof the mix shall not start until the temperature is 35°F and rising and shall stop when the temperature is 40°F and falling.

525.7 FORMS AND GROUND WIRES:

Forms shall be plywood or some other suitable material, true to line and grade, sufficiently rigid to resist deflection during mortarplacement.

Ground or gauging wires shall be installed where necessary to establish the thickness and finish lines of the structure.

525.8 JOINTS:

Construction joints shall be tapered to a shallow edge from not more than one inch thick over a width of approximately one footexcept where the joint will be subjected to compressive stress. In this case, square joints shall be constructed. Joints shall bethoroughly cleaned and wetted prior to any additional application.

Install control joints in accordance with the plans. Reinforcement will not extend across control joints.

525.9 FINISHING:

Unless otherwise specified, the natural gun finish will be provided.

525.10 CURING:

Curing shall be accomplished using Type 2 compound as specified in Section 726. Application rate shall be not less than one tenthof a gallon per square yard. Subsection 505.6.2 Adverse Weather Concreting is applicable.

525.11 TESTING:

Tests to determine the quality of the mortar will be performed by the Engineer periodically during the course of work. Test panelsshall be prepared by the Contractor.

Test panels shall be at least 12 inches square and as deep as the structure, but not less than 4 inches. Cores shall be taken fromthe panel for visual and compressive strength tests. The minimum compressive strength at the end of 28 days shall be 3000 psi.

The Engineer may allow the use of 6 inches by 12 inches hardware cloth cylinders for testing in lieu of the test panels. Thesecylinders will be furnished by the Contractor.

All rebound pockets and any mortar, defective in the compressive strength test, shall be cut out and replaced.

SECTION 525

525-3

525.12 PAYMENT:

Payment for pneumatically-placed mortar will be made at the unit price per square yard or the lump sum as set forth in theproposal. Such payment shall be full compensation for furnishing all labor, tools, equipment and accomplishing all work inconformity with the plans and specifications.

SECTION 530

530-1

PAINTING

530.1 DESCRIPTION:

This work shall consist of furnishing paint and other necessary materials and painting metal, wood or other surfaces in accordancewith the details shown on the plans and these specifications.

530.2 MATERIALS:

Materials used in paint for painting shall conform to the requirements of Section 790.


Paint shall be applied only on thoroughly dry surfaces and during periods of favorable weather. Except as provided below, paintingwill not be permitted when weather conditions during application are such that the atmospheric temperature will drop below 35°F.during the drying period. If fresh paint is damaged by the elements, it shall be replaced by the Contractor at no additional cost tothe Contracting Agency.

Subject to the approval of the Engineer, the Contractor may provide suitable enclosures to permit painting during inclementweather. Provisions must be made to control atmospheric conditions artificially inside the enclosures within limits suitable forpainting throughout the painting operation. The cost of providing and maintaining such enclosures shall be considered as includedin the prices paid for the various contract items of work and no additional payment will be made therefore.

530.4 APPLICATION:

Painting shall be done in a neat and workmanlike manner. Unless otherwise specified paint shall be applied either by brush, roller,or spray methods.

If brushes are used, they shall have sufficient body and length of bristle to spread the paint in a uniform coat. In general, theprimary movement of the brush shall be such as to fill thoroughly all irregularities in the surface, after which the coating shall besmoothed by a series of parallel strokes. Paint shall be evenly spread and thoroughly brushed out. If a considerable amount ofbrush marks appear, it will be considered that the paint has been improperly applied. If rollers are used, they shall be of a typethat do not leave a stippled texture in the paint file.

On all surfaces which are inaccessible for brushing, the paint shall be applied by spray or by sheepskin daubers especiallyconstructed for the purpose, or by other means approved by the Engineer.

If spray methods are used, the operator shall be thoroughly experienced. Runs, sags, thin areas in the paint coat, or skips andholidays shall be considered as evidence the work is unsatisfactory and the Contractor may be required to apply the remainderof the paint by brush.

A water trap acceptable to the Engineer shall be furnished and installed on all equipment used in spray painting.

Mechanical mixers shall be used to mix the paint. The paint shall be mixed a sufficient length of time, prior to use, to thoroughlymix the pigment and vehicle together. Paint shall be kept thoroughly mixed while being applied.

530.5 THINNING PAINT:

Paints specified are formulated ready for application and no thinning will be allowed. If the paint becomes thick in cool weather,it shall be heated in the container immersed in hot water.

530.6 PROTECTION OF WORK:

The Contractor shall protect all parts of the structure against disfigurement by spatters, splashes, and smirches of paint or of paintmaterials. The Contractor shall be responsible for any damage caused by his operations to vehicles, persons, or property, and shallprovide protective means to guard against such damage at his expense.

SECTION 530

530-2Revised 2000

Paint stains which might result in an unsightly appearance shall be removed or obliterated by the Contractor.

When ordered by the Engineer, if traffic causes an objectionable amount of dust, the Contractor shall sprinkle the adjacent roadbedand shoulders with water for a distance on each side of the location where painting is being done sufficient to abate the dustnuisance. The Contractor shall furnish and post at his own expense DRIVE SLOWLY signs and take other necessary precautionsto prevent dust and dirt from accumulating on freshly painting surfaces.

530.7 SAFETY PRECAUTIONS:

The following safety precautions shall be observed in addition to those prescribed by law in Section 107.

The applicable sections of NACE, A Manual for Painter Safety.

530.8 SURFACE PREPARATION FOR PAINTING:

530.8.1 Steel: Surface preparation for painting of the steel shall conform to the surface preparation specifications of the SteelStructures Painting Council.

Unless otherwise specified, the commercial blast method shall be used.

After erection and riveting or welding, all surfaces of structural steel which will be exposed to air in the completed structure andthe repainting of existing steel structures where partial painting is required, the method of cleaning will be as directed by theEngineer or as specified in the special provisions.

530.8.2 Galvanized Surfaces:

(A) Hand Cleaning: Concrete spatter, heavy grease, and other foreign matter shall be removed from galvanized surfaces by handscraping or wire brushing.

(B) Solvent Cleaning: After hand cleaning, all galvanized surfaces shall be cleaned by the solvent cleaning procedures prescribedin Section 530.8.1 above to remove oil, grease and other detrimental foreign matter.

(C) Pretreatment: After hand and solvent cleaning, the cleaned areas shall then be painted by brushing on at least 1 full coat ofpaint No. 1. Unless otherwise directed by the Engineer, the second coat shall be applied within 24 hours after the primer is applied.

530.8.3 Wood Surface: Wood surfaces shall be prepared for painting by removing all cracked or peeled paint, loose chalky paint,dirt, and other foreign matter by wire brushing, scraping, sanding, or other approved means immediately prior to painting. Allsurfaces shall be wiped or dry brushed to remove any dust or chalky residue that may result from cleaning operations. All wooddesignated to be painted shall be thoroughly dry before paint is applied.

530.9 PAINTING:

530.9.1 Structural Steel:

(A) Paint: Unless otherwise required on the plans or in the special provisions, the paints to be applied to structural steel surfacesshall consist of a shop prime coat, as specified in Section 515, a second coat, and a finish coat. The total dry film thickness of theprime and second coat shall be not less than 3 mills. The dry thickness of the paint will be measured in place with a calibratedmagnetic film thickness gauge.

Excessively thick coats of paint will not be permitted. The thickness of each coat shall be limited to that which will result inuniform drying throughout the paint film.

Unless specified otherwise on the plans or in the special provisions, the paint coats shall be as specified for general use onstructural steel in Section 790. Succeeding coats of paint, not otherwise materially different in color, shall have carbon black mixedinto the paint in accordance with Section 790 to produce a perceptible color difference between the paint coat being applied andthe preceding coat.

SECTION 530

530-3 Revised 1999

Any damage to sound paint on areas not designated for treatment, resulting from the Contractor's operations, shall be repaired asdirected by the Engineer.

(B) Application of Paint: Painting of structural steel, except for shop applied prime coats and sections which will be inaccessibleafter erection as described below, shall be done after erection unless otherwise specified in the special provisions. Requests todo any additional painting prior to erection shall be submitted by the Contractor and approved by the Engineer in writing beforesuch work is started. Painting prior to erection will be limited to a prime coat of paint, except that surfaces exposed to theatmosphere which would be inaccessible for painting after erection shall be painted the full number of coats prior to erection. Anydeficiencies in the prime coat of paint, or any second coat shall be corrected to the satisfaction of the Engineer prior to theapplication of the finish coat of paint.

The surface of the paint coat being covered shall be free from moisture, dust, grease, or any other deleterious material which wouldprevent the bond of the succeeding coat. In spot painting, any old paint which lifts after application of the touch-up coat, shall beremoved by scraping and the area repainted before application of the next coat.

The finish coat shall not be applied until the required total film thickness of the undercoats of paint, as described above is obtained.

Open seams at contact surfaces of built-up members which would retain moisture shall be caulked with red lead paste beforeapplying the second coat of paint.

Except for anchor bolt assemblies, steel embedded in concrete need not be painted. Anchor bolt assemblies shall be painted ordipped with 1 coat of paint prior to installation.

With the exception of abutting chord and column splices and column and truss shoe bases, machine finished surfaces shall becoated with a rust inhibitor which can be easily removed. Surfaces of iron and steel castings which have been machine finishedshall be painted with a coat of shop paint.

530.9.2 Machinery: Prior to installation, all surfaces of machinery exposed to the atmosphere which are subject to corrosion andare normally painted, shall be painted with 2 coats of paint. Unless otherwise specified, after installation of the machinery, suchsurfaces shall be painted with a finish coat. All coats shall be as specified for structural steel.

530.9.3 Galvanized Surfaces: Unless otherwise provided on the plans or in the special provisions, galvanized surfaces shall beleft unpainted. Areas of galvanized coating damaged due to welding after fabrication or handling shall be prepared as specifiedabove and then painted with 1 full coat of paint No. 15.

530.9.4 Metal Guard Rails: Metal guard rails when required to be painted shall be painted with 2 coats of paint No. 11.

530.9.5 Wood Surfaces:

(A) Paint: The surface shall be prepared as specified above and painted with paint No. 6 or 7. The number of coats of paint willbe specified in the special provisions.

(B) Application of Paint: When permitted in writing by the Engineer, the prime coat of paint may be applied prior to erection.After the prime coat has dried and the timber is in place, all cracks, checks, nail holes, etc., shall be puttied flush with the surfaceand allowed to dry before the second coat is applied.

Skips, holidays, and thin areas or other deficiencies in any 1 coat of paint shall be corrected to the satisfaction of the Engineerbefore the succeeding coat is applied.

The surface of the paint coat being covered shall be free of any deleterious material before any additional paint is applied.

SECTION 530

530-4

530.10 TESTING:

Paint and paint materials shall be sampled and tested prior to use. Tests shall be conducted in accordance with methods specifiedby ASTM or by methods set forth in Federal Standard 141. In the absence of any such methods, other suitable methods may bedesigned and utilized by the Engineer. Lots or batches of paint of proprietary brand, as defined in Section 790, which have beenpreviously sampled and tested by the Contracting Agency, and approved, may be used without further testing, if permitted by theEngineer.

530.11 PAYMENT:

Payment for the preparation of surfaces, shop prime coat and field touch-up coats on structural steel and miscellaneous metal itemsshall be considered as included in the prices for the structural steel and miscellaneous metal items. Payment for second and finishcoats on structural steel or miscellaneous metal items shall be considered as included in payments for the structures, except thatpayment for cleaning all painting on miscellaneous metal items shall be considered as included in the price for the item when aseparate price therefor is included in the proposal.

Full compensation for preparing surfaces and for painting machinery, galvanized metal, guard rails and wood shall be consideredas included in the various prices paid for the contract items or work and no separate payment for such work will be made.

PART 600

WATER AND SEWER

Section Title

601 Trench Excavation, Backfilling and Compaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-1

602 Encasement of Water or Sewer Pipe by Jacking or Tunneling Operation . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602-1

603 Installation for High Density Polyethylene Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 603-1

604 Placement of Controlled Low Strength Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 604-1

605 Subdrainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-1

610 Water Line Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-1

611 Disinfecting Water Mains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611-1

615 Sewer Line Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-1

616 Reclaimed Water Line Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 616-1

618 Storm Drain Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 618-1

620 Cast-In-Place Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-1

621 Corrugated Metal Pipe and Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 621-1

625 Manhole Construction and Drop Sewer Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625-1

630 Tapping Sleeves, Valves and Valve Boxes on Water Lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-1

631 Water Taps and Meter Service Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 631-1

SECTION 601

601-1 Revised 2004

TRENCH EXCAVATION, BACKFILLING AND COMPACTION

601.1 DESCRIPTION:

The work covered by this specification consists of furnishing all plant, labor, equipment, appliances and materials, and performingall operations in connection with the excavation and backfilling of trenches for a single pipe installation in accordance with theplans and special provisions, except for the installation of high density polyethylene pipe (HDPE). See Section 603 for trenchexcavation, backfilling, and compaction of HDPE pipe.

Excavation for appurtenance structures, such as manholes, inlets, transition structures, junction structures, vaults, valve boxes,catch basins, etc., shall be deemed to be in the category of trench excavation.

601.2 EXCAVATION:

601.2.1 General: The Contractor shall perform all excavation of every description and of whatever substances encountered, tothe depths indicated on the plans, and including excavation ordered by the Engineer of compacted backfill for the purpose ofmaking density tests on any portion of the backfill.

All excavation shall be open cut unless otherwise shown on the plans or approved by the Engineer.

601.2.2 Trench Widths: Trenches for other than cast-in-place concrete pipe shall conform to the dimensions in Table 601-1,unless otherwise specified in the special provisions, indicated on the plans, and/or approved by the Engineer.

TABLE 601-1

TRENCH WIDTHS

Size Of Pipe (I.D.)

Maximum Width At Top OfPipe Greater Than

O.D. Of Barrel

Minimum WidthAt Springline

Each Side of Pipe (1)

Less than 18 inches 16 inches 6 inches

18 inches to 24 inches inclusive 19 inches 7 1/2 inches

27 inches to 39 inches inclusive 22 inches 9 inches

42 inches to 60 inches inclusive 1/2 O.D. 12 inches

Over 60 inches 36 inches 12 inches

(1) When the specified compaction cannot be obtained in the haunch area and/or bedding zone, the Contractor shall makenecessary changes in his methods and/or equipment to obtain the desired results. In some instances, the Minimum Width atSpringline shall be adjusted wider to assist the Contractor in obtaining the compaction. The Engineer must be satisfied withthe Contractor’s compaction effort, concur with the change and approve the revised distance. There shall be no additionalcost to the Agency for the extra trench width.

For multiple pipe installations in a single trench, the Engineer shall provide details on the plans or in the Special/TechnicalProvisions as to the layout, pipe configuration, distances between pipes and trench walls, the type of backfill, bedding andfoundation materials, etc.

The width of the trench shall not be greater than the maximum indicated in Table 601-1, at and below the level of the top of thepipe. The width of the trench above that level may be made as wide as necessary for sheeting and bracing, and for properinstallation of the work.

If the maximum trench width as specified in Table 601-1 is exceeded at the top of the pipe the Contractor shall provide, at noadditional cost to the Contracting Agency, the necessary additional load bearing capacity by means of bedding, having a higher

SECTION 601

601-2

bedding factor than that specified, higher strength pipe, a concrete cradle, cap or encasement, or by other means approved inwriting by the Engineer.

601.2.3 Trench Grade: Alignment and elevation stakes shall be furnished the Contractor at set intervals and agreed upon offsets.On water main projects, elevation stakes will be furnished only when deemed necessary by the Engineer. In all cases whereelevation stakes are furnished, the Engineer will also furnish the Contractor with cut sheets.

For all pipe 12 inches or greater in diameter, the Contractor shall excavate for and provide an initial granular bedding at least 4inches thick or 1/12 the O.D. of the pipe whichever is greater. This bedding material shall be placed at a uniform density withminimum compaction and fine graded as specified below.

Bell or coupling holes shall be dug after the trench bottom has been graded. Such holes shall be of sufficient width to provideample room for caulking, banding, or bolting. Holes shall be excavated only as necessary to permit accurate work in the makingof the joints and to insure that the pipe will rest upon the prepared bottom of the trench, and not be supported by any portion ofthe joint.

Depressions for joints, other than bell-and-spigot, shall be made in accordance with the recommendations of the joint manufacturerfor the particular joint used.

601.2.4 Fine Grading: Unless otherwise specified in the plans and/or special provisions, the bottom of the trench shall beaccurately graded to provide uniform bearing and support for each section of the pipe at every point along its entire length, exceptfor portions of the pipe where it is necessary to excavate for bells and for proper sealing of the pipe joints.

601.2.5 Overexcavation: Except at locations where excavation of rock from the bottom of the trench is required, care shall betaken not to excavate below the depth indicated.

Unauthorized excavation below the specified grade line shall be refilled at the Contractor's expense with ABC material compactedto a uniform density of not less than 95 percent of the maximum density as determined by AASHTO T-99 and T-191 or ASTMD-2922 and D-3017. When AASHTO T-99, method A or B, and T-191 are used for density determination, MAG Detail 190 willbe used for rock correction.

Whenever rock is encountered in the trench bottom, it shall be overexcavated to a minimum depth of six inches below the O.D.of the pipe. This overexcavation shall be filled with granular material placed with the minimum possible compaction.

Whenever unsuitable soil incapable of supporting the pipe is encountered, the Contractor will notify the Engineer and a fielddetermination will be made as to the depth of overexcavation and the granular fill required.

601.2.6 Excavation for Manholes, Valves, Inlets, Catch Basins and Other Accessories: The Contractor may excavate to placethe concrete structure directly against the excavated surface, provided that the faces of the excavation are firm and unyielding andare at all points outside the structure lines shown on the plans. If the native material is such that it will not stand without sloughingor if precast structures are used, the Contractor shall overexcavate to place the structure and this overexcavation shall be backfilledwith the same material required for the adjoining pipe line trench and compacted per Table 601-2.

Any unnecessary excavation below the elevation indicated for the foundation of any structure shall be replaced with the same classof concrete specified for the structure or with 1 1/2 sack controlled low strength material as specified in Section 728. When thereplacement material is structural concrete, the material shall be placed at the same time as the structure. However, when using1 1/2 sack controlled low strength material, placement of the material shall be per Section 604 which will require a time lagbetween the material and the structural concrete. The placement of the additional material shall be at no cost to the Agency.

601.2.7 Pavement and Concrete Cutting and Removal: Where trenches lie within the portland cement concrete section ofstreets, alleys, driveways, or sidewalks, etc., such concrete shall be sawcut to neat, vertical, true lines in such a manner that theadjoining surface will not be damaged. The minimum depth of cut shall be 1 1/2 inches or 1/4 of the thickness, whichever isgreater.

SECTION 601

601-3

Asphalt pavement shall be clean-cut, with approved equipment and by approved methods in accordance with the requirementsof Section 336.

No ripping or rooting will be permitted outside limits of cuts. Surfacing materials removed shall be hauled from the job siteimmediately, and will not be permitted in the backfill.

601.2.8 Grading and Stockpiling: All grading in the vicinity of trench excavation shall be controlled to prevent surface waterfrom flowing into the trenches. Any water accumulated in the trenches shall be removed by pumping or by other approvedmethods.

During excavation, material suitable for backfilling shall be piled in an orderly manner, a sufficient distance back from the edgesof trenches, to avoid overloading and to prevent slides or cave-ins. Material unsuitable for backfilling, or excess material, shallbe hauled from the job site and disposed of by the Contractor.

The Contractor shall, prior to final acceptance of the work, submit a letter to the Contracting Agency stating the location of eachdisposal site for all excess or unsuitable material and certify that he has obtained the property owner's permission for the disposalof all such materials.

Where the plans and/or special provisions provide for segregation of topsoil from underlying material for purposes of backfill,the material shall not be mixed.

601.2.9 Shoring and Sheeting: The Contractor shall do such trench bracing, sheathing, or shoring necessary to perform andprotect the excavation as required for safety and conformance to governing laws. The bracing, sheathing, or shoring shall not beremoved in one operation but shall be done in successive stages as determined by the Engineer to prevent overloading of the pipeduring backfilling operations. The cost of the bracing, sheathing, or shoring, and the removal of same, shall be included in the unitprice bid for the pipe.

All shoring and sheeting deemed necessary to protect the excavation and to safeguard employees, shall be installed. See Section107.

601.2.10 Open Trench: Except where otherwise noted in the special provisions, or approved in writing by the Engineer, themaximum length of open trench, where the construction is in any stage of completion (excavation, pipe laying or backfilling), shallnot exceed 1320 feet in the aggregate at any one location.

Any excavated area shall be considered open trench until all ABC for pavement replacement has been placed and compacted. Withthe approval of the Engineer, pipe laying may be carried on at more than one separate location, the restrictions on open trenchapplying to each location. Trenches across streets shall be completely backfilled as soon as possible after pipe laying.

Substantial steel plates with adequate trench bracing shall be used to bridge across trenches at street crossings where trenchbackfill and temporary patches have not been completed during regular work hours. Safe and convenient passage for pedestriansshall be provided. The Engineer may designate a passage to be provided at any point he deems necessary. Access to hospitals,fire stations and fire hydrants must be maintained at all times.

601.3 PROTECTION OF EXISTING UTILITIES:

601.3.1 Utilities: Unless otherwise shown on the plans or stated in the specifications, all utilities, both underground or overhead,shall be maintained in continuous service throughout the entire contract period. The Contractor shall be responsible and liablefor any damages to or interruption of service caused by the construction.

If the Contractor desires to simplify his operation by temporarily or permanently relocating or shutting down any utility orappurtenance, he shall make the necessary arrangements and agreements with the owner and shall be completely responsible forall costs concerned with the relocation or shutdown and reconstruction. All property shall be reconstructed in its original or newlocation as soon as possible and to a condition at least as good as its previous condition. This cycle of relocation or shutdown andreconstruction shall be subject to inspection and approval by both the Engineer and the owner of the utility.

SECTION 601

601-4

The Contractor shall be entirely responsible for safeguarding and maintaining all conflicting utilities that are shown on the plans(Sections 107 and 105 apply). This includes overhead wires and cables and their supporting poles whether they are inside oroutside of the open trench. If, in the course of work, a conflicting utility line that was not shown on the plans is discovered, theContracting Agency will either negotiate with the owner for relocation, relocate the utility, change the alignment and grade of thetrench or as a last resort, declare the conflict as “extra work” to be accomplished by the Contractor in accordance with Section104.

601.3.2 Irrigation Ditches, Pipes and Structures: The Contractor shall contact the owners of all irrigation facilities, and makearrangements for necessary construction clearances and/or dry-up periods.

All irrigation ditches, dikes, headgates, pipe, valves, checks, etc., damaged or removed by the Contractor, shall be restored to theiroriginal condition or better, by the Contractor at no additional cost to the Contracting Agency.

601.3.3 Building, Foundations and Structures: Where trenches are located adjacent to building, foundations, and structures,the Contractor shall take all necessary precaution against damage to them. The Contractor shall be liable for any damage causedby the construction.

Except where authorized in the special provisions or in writing by the Engineer, water settling of backfill material in trenchesadjacent to structures will not be permitted.

601.3.4 Permanent Pipe Supports: Permanent pipe supports for the various types and sizes of sewer, water and utility lines shallconform to the Standard Details or the details shown on the plans. Such pipe supports shall be erected at the locations shown onthe plans and/or at any other locations as necessary as determined by the Engineer.

601.3.5 Electronic, Telephonic, Telegraphic, Electrical, Oil and Gas Lines: These underground facilities shall be adequatelysupported by the Contractor. Support for plastic pipes shall be continuous along the bottom of the pipe. Support for metal pipeand electrical conduit may be continuous or nylon webbing may be used for suspension at no greater than ten-foot intervals.

The Contractor shall avoid damaging the plastic pipe, pipeways or conduits during trench backfilling and during foundation andbedding placement.

There will be no measurement or payment for this work. The Contractor will include all associated costs in the unit bid price forthe conduit installation.

601.4 FOUNDATION, BEDDING, BACKFILLING AND COMPACTION:

601.4.1 Foundation: The material upon which the conduit or structure is to be placed shall be accurately finished to the gradeor dimensions shown on the plans or as directed by the Engineer. The bottom portion of the trench shall be brought to grade sothat the conduit or structure will be continuously in contact with the material on which it is being placed. If rocky or unsuitablesoil is encountered, Subsection 601.2.5 applies.

601.4.2 Bedding: Bedding shall consist of granular material containing no pieces larger than 1 1/2 inches and free of brokenconcrete, broken pavement, wood or other deleterious material. Open graded rock will not be used without the written approvalof the Engineer.

Where water consolidation is used, bedding for conduits, 24 inches or less in I.D., may be placed in one lift. For larger conduitsthe first lift shall not exceed the springline of the pipe.

Where mechanical compaction is used, the moisture content shall be such that the specified compaction can be obtained. The firstlift shall be 8 inches or two-thirds of the distance to the springline whichever is greater. Succeeding lifts shall not exceed 2 feetloose and extreme care will be taken to prevent damage to or movement of the conduit by the compaction equipment.

601.4.3 Backfill: Backfill shall be sound earthen material free from broken concrete, broken pavement, wood or other deleteriousmaterial. Unless otherwise specified, this may be native material with no piece larger than 4 inches, select material or aggregatebase course. Backfill under street pavement shall be constructed per Detail 200 with the type of replacement noted on the plans

SECTION 601

601-5

or in the special provisions. Unless otherwise noted, backfill under single curb, curb and gutter, sidewalk, driveways, valleygutters, etc. shall be the same as the adjacent street pavement.

Where water consolidation is used, backfill will be placed in lifts as required in the following table prior to settlement.

Trench Width Backfill Lifts

18O to 24O Not to exceed 4N25O to 36O Not to exceed 6N Over 36O Not to exceed 8N

The above backfill lift limitations are not applicable when water saturation is done by the jetting method.

Where mechanical compaction is used, backfill shall be placed in lifts the height of which shall not exceed that which can beeffectively compacted depending on the type of material, type of equipment and methods used, and under no circumstances shallexceed 4 feet.

Backfill, around utilities that are exposed during trench excavation, shall be placed in accordance with the bedding methods.

601.4.4 Compaction Densities: Unless otherwise provided in the plans and/or special provisions, the trench backfill shall bethoroughly compacted to not less than the densities in Table 601-2 when tested and determined by AASHTO T-99 and T-191 orASTM D-2922 and D-3017. When AASHTO T-99, method A or B, and T-191 are used for density determination, MAG Detail190 will be used for rock correction.

The density required will depend on the Type shown on the plans and/or called for in the special provisions. Density requiredfor each type shall comply to Table 601-2.

TABLE 601-2

MINIMUM TRENCH COMPACTION DENSITIES

BackfillType Location

From SurfaceTo 2 feet

Below Surface

From 2 feetBelow Surface

To 1 foot AboveTop of Pipe

From 1 footAbove Top of

Pipe to Bottomof Trench

I

Under any existing or proposedpavement, curb, gutter, sidewalk, orsuch construction included in thecontract, or when any part of the trenchexcavation is within 2N of the above.

100% forgranular

95% for non-granular

90% 90%

IIOn any utility easement street, road oralley right-of-way outside limits of (I). 85% 85% 90%

III Around any structures or exposed 95% in all cases

Note: The type required will generally be shown on the plans and the plans will govern. Where no type is shown on the plansthe type shall comply with Table 601-2.

A consideration in determining the backfill Types as shown on the plans, is based on the trench widths as shown in the ContractDocuments. If these trench widths increase beyond those widths referred to above and fall within the 2-foot limit of paved surfacesand other improvements due to construction exigencies, the backfill designation for that portion within the 2-foot limit of suchimprovements shall be Type I even though Type II backfill is shown on the plans.

SECTION 601

601-6Revised 2004

601.4.5 Compaction Methods: Water consolidation by jetting shall be accomplished with a 1 1/2 inches pipe of sufficient lengthto reach the bottom of the lift being settled with adequate hose attached and a water pressure of not less than 30 psi. All jettingshall be accomplished traversely across the trench at intervals of not more than 6 feet with the jetting locations on one side of thetrench offset to the jetting locations on the other side of the trench. The entire lift shall be leveled and completely saturatedworking from the top to the bottom.

Jetting shall be used as the consolidation method for all conduit bedding. The Contractor shall be entirely responsible forestablishing each lift depth so as to avoid floating the conduit being placed and shall make any repair or replacement at no costto the Contracting Agency. However, for conduit larger than 24 inches I.D. the first lift shall not exceed the springline of theconduit.

Flooding is not acceptable as a water consolidation method unless authorized in the specification or by a written change order.It will consist of the inundation of the entire lift with water and then puddled with poles or bars to insure saturation of the entirelift.

Where jetting or flooding is utilized and the surrounding material is such that it does not permit proper drainage, the Contractorshall provide, at his expense a sump and a pump at the downstream end to remove the accumulated water.

The use of water consolidation does not relieve the Contractor from the responsibility to make his own determination that suchmethods will not result in damage to existing improvements. The Contractor shall be responsible for any damage incurred.

Where water consolidation is not permitted or does not result in adequate compaction, the backfill material shall be compactedwith hand and/or mechanical work methods using equipment such as rollers, pneumatic tamps, and hydro-hammers or otherapproved devices which secure uniform and required density without injury to the pipe or related structures.

Where Type I backfill is required, water consolidation will not be permitted for non-granular material, except in the followingsituation. In a new development prior to paving and prior to opening the area to public traffic, water consolidation, will bepermitted for non-granular material at the Contractor's discretion and responsibility.

601.4.6 Specifications for Granular Material: For purposes of this specification, granular material shall mean material forwhich the sum of the plasticity index and the percent of the material passing a No. 200 sieve shall not exceed 23. The plasticityindex shall be tested in accordance with AASHTO T-146 Method A (Wet Preparation), T-89 and T-90.

601.4.7 Rights-Of-Way Belonging to Others: Backfill and compaction for irrigation lines of the Salt River Valley Water Users'Association and Roosevelt Irrigation Districts and for trenches in State of Arizona and Maricopa County rights-of-way outsidethe limits of the Contracting Agency shall be accomplished in accordance with their permit and/or specifications.

601.4.8 Test Holes: Boring logs shown on the plans do not constitute a part of the contract and are included for the Contractor'sconvenience only. It is not intended to imply that the character of the material is the same as that shown on the logs at any pointother than that where the boring was made. The Contractor shall satisfy himself regarding the character and amount of rock, gravel,sand, silt, clay and water to be encountered in the work to be performed.

601.4.9 Foundation and Bedding for Electronic, Telephonic, Telegraphic, Electrical, Oil and Gas Lines: Foundation andbedding for these underground facilities shall be native material or sand which conforms to the grading requirement ofASTM C-33 for fine aggregate. When backfill material consists of aggregate base course, crushed stone, or othermaterial containing stones, only sand will be used for foundation, and bedding. The foundation depth shall be six inches andbedding depth shall be one foot above the top of the facility. Compaction will be in accordance with Section 601.

601.5 CONTRACTOR CERTIFICATION OF INSTALLATION PROCEDURES:

When requested in the Special Provisions or by the Engineer prior to installation, the Contractor shall furnish to the ContractingAgency an affidavit (certification) from the pipe manufacturer (or his designee) stating that the Contractor is familiar with themanufacturer’s suggested installation methods and procedures and the installation complies with those procedures and is consistentwith MAG requirements.

SECTION 601

601-7 Revised 2004

Also, when required in the Special/Technical Provisions or requested by the Engineer, the pipe manufacturer or his designee willreview the Contractor’s methods and procedures for pipe installation in the field. The Contractor will make any adjustments inthe installation as recommended by the manufacturer or his representative. If necessary, the Contractor may be required toreinstall or provide corrections to pipe installed prior to the field review at no cost to the Agency. Once the manufacturer or hisrepresentative has reviewed the Contractor’s installation methods and the Contractor has adjusted his installation methods asrecommended by the same, the manufacturer or his representative shall furnish to the Contracting Agency an affidavit(certification) that the Contractor’s installation methods and procedures, at the time of the review, complied with themanufacturer’s installation practices. The affidavit must provide the name of the manufacturer’s representative witnessing thepipe installation.

601.6 PAVEMENT REPLACEMENT AND SURFACE RESTORATION:

601.6.1 Grading: The Contractor shall do such grading in the area adjacent to backfilled trenches and structures as may benecessary to leave the area in a neat and satisfactory condition approved by the Engineer.

601.6.2 Restoring Surface: All streets, alleys, driveways, sidewalks, curbs, or other surfaces, in which the surface is broken intoor damaged by the installation of the new work, shall be resurfaced in kind or as specified to the satisfaction of the Engineer inaccordance with Section 336.

601.6.3 Cleanup: The job site shall be left in a neat and acceptable condition. Excess soil, concrete, etc., shall be removed fromthe premises.

601.6.4 Temporary Pavement: The Contractor shall install temporary asphalt pavement or the first course of permanentpavement replacement in accordance with Section 336 immediately following backfilling and compaction of trenches that havebeen cut through existing pavement. Except as otherwise provided in Section 336, this preliminary pavement shall be maintainedin a safe and reasonably smooth condition until required backfill compaction is obtained and final pavement replacement isordered by the Engineer. Temporary paving removed shall be hauled from the job site and disposed of by the Contractor at noadditional cost to the Contracting Agency.

601.7 PAYMENT:

No pay item will be included in the proposal, nor direct payment made for trench excavation, backfilling, compaction, orplacement of temporary pavement. The cost of these features of the work shall be included in the unit price bid per linear foot forfurnishing and laying pipe.

601-8


SECTION 602

602-1

ENCASEMENT OF WATER OR SEWER PIPE BY JACKING OR TUNNELING OPERATION

602.1 DESCRIPTION:

The Contractor shall furnish all labor, material and equipment as required to perform the jacking or tunneling operation inaccordance with the plans and specifications.

In the performance of the work, the Contractor shall comply with the lawful requirements of the affected Contracting Agencies,owners of public utilities and any other facilities which might be endangered by jacking or tunneling operations.

602.2 GENERAL:

Unless otherwise provided for by the Contracting or Permitting Agency the Contractor shall be responsible for determining therequired thickness of the steel liner plate or steel casing in accordance with the manufacturer's recommendations.

The inside diameter of the steel liner plate or steel casing shall be a minimum of 12 inches larger than the largest outside diameterof the carrier pipe or the size indicated on the plans, whichever is greater. No part of the plates or flanges shall be allowed toextend inside this net diameter. It shall be the responsibility of the Contractor to increase such dimension where necessary toprovide placement room for pipe bells or to provide adequate space for grout placement.

The tolerances allowed for the alignment and grade of carrier pipe shall be the same as if it was being installed in a trench(Sections 610, 615 and 618).

The approach trench for jacking or tunneling operation shall be shored to safeguard existing sub-structure and surfaceimprovements and to protect against ground movement in the vicinity of the jack supports or tunnel portal.

602.3 JACKING OPERATION:

Before starting operations, the Contractor shall submit in accordance with Subsection 105.2, detailed shop drawing of the jackingpit bracing, the casing, the jacking head, the carrier pipe installation method and the bracing to prevent carrier pipe flotation andshifting.

The casing shall consist of welded steel pipe (ASTM A-283 Grade C). Shop and field joints shall be butt weld. Fabrication andwelding shall be in accordance with AWWA C-200. Weld or hydrostatic testing is not required.

The leading edge of the casing shall be equipped with a steel jacking head, securely anchored to prevent any wobble or alignmentvariation during the jacking operation. Excavation shall not be made in advance of the jacking head and every effort shall be madeto avoid any loss of earth outside of the jacking head. Excavated material shall be removed from the casing as excavationprogresses and accumulation of material within the casing shall not be permitted.

Once the jacking operation has started, it shall be continued around the clock until the specified limits have been reached.

On steel casing 36 inches or larger (I.D.), grout connections shall be provided at a maximum spacing of 10 feet. Upon completionof the jacking operation, all voids around the outside face of the steel casing shall be filled by grouting. Grouting equipment andmaterial shall be on the job site before the jacking operations are completed so that grouting may be started immediately. Groutshall be placed by means of pumps capable of pressures up to 100 psi unless otherwise approved by the Engineer. Groutingpressure shall be controlled to approximately 10 psi so as to avoid movement of the ground around the steel casing. After groutinghas been completed, the grouting connections will be closed with threaded steel plugs.

Steel casing smaller than 36 inches (I.D.) will not require outside grouting unless caving or earth movement occurs.

SECTION 602

602-2

602.4 TUNNELING OPERATIONS:

Before starting operations, the Contractor shall submit, in accordance with Subsection 105.2, detailed shop drawing of the steelliner plate, method of installing the steel liner plates, tunnel dimensions, method of backpacking any cave-ins or overexcavation,carrier pipe installation method, and the bracing to prevent carrier pipe shifting and flotation.

Only steel liner plates will be used for tunnel support. All plates shall be punched for bolting on both longitudinal andcircumferential seams or joints and shall be fabricated for erection inside the tunnel. Grout connections will be provided on theliner plates at a maximum distance of 10 feet. The entire periphery of the tunnel will be lined allowing no gaps between the linerplates. Excavation of the tunnel section shall be restricted to the least clearance required to permit erection of the liner plate. Everyeffort will be made to prevent any loss of ground and the Contractor shall perform the grouting operation at intervals not to exceedthree rings of the liner plate. Grout shall be placed by means of pumps capable of pressures up to 100 psi. The placement pressureshall not, normally, exceed 10 psi to avoid deformation of the liner plate or the ground. After grouting has been completed, thegrout connection will be closed with threaded steel plugs.

602.5 DEWATERING:

All water encountered during the jacking or tunneling operation shall be disposed of by the Contractor in such a manner as willnot damage public or private property or create a nuisance or health problem. The cost of furnishing pumps, pipes and equipmentfor dewatering will be considered incidental to the work and no additional payment will be made.

602.6 CARRIER PIPE PLACEMENT:

Carrier pipe, larger than 24 inches (I.D.), shall be placed using pipes or rails for alignment and grade. Carrier pipe, 24 inches I.D.or less, may be placed using pipes, rails or wooden skids, at the Contractor's option. In either case, it shall be the Contractor'sresponsibility to obtain the required alignment and grade for the carrier pipe and to ensure that the carrier pipe does not draw orrest on the casing or liner plate.

After the carrier pipe has been placed and securely blocked to prevent shifting or flotation, the entire annular space shall becompletely filled with grout.

If the Contractor is not ready to place the carrier pipe immediately following completion of the jacking or tunneling operation,the ends shall be protected with temporary bulkheads. The approach trench shall be backfilled in accordance with Sections 601and 336.

After completion of the grouting operation, the Contractor shall remove all loose and disturbed material in the approach trenchand backfill the trench in accordance with Sections 601 and 336.


Measurement for this work shall be at the ground surface and shall be the number of horizontal linear feet of ground surfaceundisturbed by the cut and cover construction on the ends of the steel casing or tunnel liner operation. Payment compensation forfurnishing all labor, material, tools, and equipment required for the successful completion of the jacking or tunneling operation,including carrier pipe placement, in accordance with this Section.

SECTION 603

603-1 Revised 2004

INSTALLATION FOR HIGH DENSITY POLYETHYLENE PIPE

603.1 DESCRIPTION:

The work covered by this specification consists of furnishing all plant, labor, equipment, appliances and materials and performingall operations in connection with a large-diameter High Density Polyethylene (HDPE) pipe installation in accordance with theplans, specifications and special provisions.

For installation procedures of HDPE for sewer line construction, see Section 615.

For installation procedures of HDPE for storm drain construction, see Section 618.

HDPE pipe and fittings shall conform to Section 738.

This section covers large-diameter HDPE pipeline installations of gravity and low-pressure storm drain and sanitary sewerconstruction.

For the purpose of this specification, low-pressure is defined as the test pressures of 3.5 psi of air or 4 feet of water as specifiedin Section 615.10.

For the purpose of this specification, large-diameter HDPE pipe shall include 8 inches through 120 inches nominal diameter.

603.2 EXCAVATION:

Excavation shall comply with Subsection 601.2. Trench widths shall comply with Subsection 601.2.2, Table 601-1 and Note (1)for HDPE pipe, meeting AASHTO M-252, and AASHTO M-294. Trench widths for profile HDPE pipe, meeting ASTM F-894,will be designed by the Engineer and included on the plans or in the special provisions.

603.3 PROTECTION OF EXISTING UTILITIES:

Protection of existing utilities shall comply with Subsection 601.3.

603.4 FOUNDATION, BEDDING, BACKFILLING AND COMPACTION:

603.4.1 Foundation: Foundation shall comply with Subsection 601.4.1.

603.4.2 Bedding: Coarse aggregate shall be used for bedding of large-diameter profile HDPE pipe. Coarse aggregate shall bein accordance with Subsection 603.4.6, for size, type, and gradation. For corrugated HDPE pipe as defined under Section 738,bedding shall meet the requirements of subsection 601.4.2 and Table 601-2 with the compaction requirements stipulated below.

Bedding material shall be carefully deposited in 8 inches or less loose lifts, thoroughly and carefully compacted around the pipe,equally around both sides of the pipe, with approved vibratory compactors or other tools or equipment when applicable, or byshovel slicing as approved by the Engineer. This shall be repeated until enough material is placed and compacted to provide aminimum of one (1) foot cover over the top of profile HDPE pipe, or to the top of corrugated HDPE pipe. Compaction densities,as well as further compaction requirements shall be as stipulated in Table 601-2, unless shown otherwise on the plans.

603.4.3 Backfilling: Backfilling shall comply with Subsection 601.4.3.

603.4.4 Compaction Densities: Compaction densities shall comply with Subsection 601.4.4.

603.4.5 Compaction Methods: For large-diameter HDPE pipe installations where the backfill and bedding material is coarseaggregate, mechanical compaction shall be the only method for consolidating backfill and bedding. Water consolidation shall notbe used as a method of compaction for coarse aggregate whether used as a foundation, bedding or backfill material.

SECTION 603

603-2Revised 2004

For large-diameter pipe installations where the backfill material is other than coarse aggregate, consolidation shall be bymechanical means. Water consolidation may be used as a compaction method for the backfill material only when prior writtenapproval to do so is provided by the Engineer.

603.4.6 Specifications for Material: Coarse aggregate shall consist of crushed rock as defined in Section 701 with 100 percentof the specified size of aggregate having one fractured face, and having the gradation complying with ASTM D-448, Table 1, SizeNumbers 6, 67, 68, 7, 78, or 8 as recommended by the Engineer. The gradation size number to be furnished shall be shown onthe plans or in the project specifications.

603.4.7 Rights-of-Way Belonging to Others: Rights-of-way belonging to others shall comply with Subsection 601.4.7.

603.4.8 Test Holes: Test holes shall comply with Subsection 601.4.8.

603.4.9 Foundation and Bedding for Electronic, Telephonic, Telegraphic, Electric, Oil and Gas Lines: Foundation andbedding for electronic, telephonic, telegraphic, electric, oil and gas lines shall comply with Subsection 601.4.9.

603.5 PREPARING AND INSTALLING HDPE PIPE:

603.5.1 Storage and Handling: Pipe shall be stored and handled in such a way to minimize out-of-roundness. Pipe shall bestored in shaded areas to minimize adverse effects of thermal, and ultraviolet exposure.

Pipe that is out-of-round in excess of 3% of the nominal pipe diameter as specified in Section 738, shall not be installed and shallbe removed if installed.

603.5.2 Strutting: Strutting of Profile HDPE pipe per Section 738 will be required when the diameter is 42 inches or larger. ForProfile HDPE pipe with diameters smaller than 42 inches, strutting may be required at the discretion of the Engineer. Struttingof Corrugated HDPE pipe per Section 738 is not required.

Strutting consists of placing wood struts, whose length is typically 3% longer than the nominal pipe diameter, inside the pipe. Aminimum of three (3) sets of struts are placed in each pipe length, oriented vertically, spaced equally throughout the length of pipeand set so as not to interfere with the jointing of the pipe. The struts shall be kept in place until the bedding material is placed andcompacted around the pipe. The struts must be removed before any backfill or bedding is placed above the pipe. The procedureof strutting the pipe shall not damage the pipe in any way. If the pipe is out of round, the struts will be placed in the long directionof the out-of-round. If the strut cannot be held in place by the pipe, the pipe will be removed from the job site per Subsection738.9.

603.5.3 Orienting: If the pipe is out-of-round, the pipe should be oriented so that the long axis is placed vertically when installedin the trench. When struts are used, the struts shall be oriented vertically when pipe is installed in the trench.

603.5.4 Installing Pipe: HDPE pipe and fittings shall be installed in accordance with ASTM D-2321 or manufacturer’srecommendation. HDPE pipe shall be handled so as not to damage the pipe. Hoisting shall be accomplished with cloth belt slingsor ropes. The pipe shall be protected by wood blocking when jointing is accomplished by pipe jacking, back hoe bucket, come-along, or cable pipe puller.

603.6 PAVEMENT REPLACEMENT AND SURFACE RESTORATION:

Pavement replacement and surface restoration shall comply with Subsection 601.5.

603.7 PAYMENT:

No pay item will be included in the proposal, nor direct payment made for trench excavation, backfilling, compaction, orplacement of temporary pavement. The cost of these features of work shall be included in the unit price per bid per linear footfor furnishing and laying pipe.

SECTION 604

604-1

PLACEMENT OF CONTROLLED LOW STRENGTH MATERIAL

604.1 DESCRIPTION:

The work covered by this specification consists of furnishing all materials, labor and equipment for the placement of controlledlow strength material (CLSM).

The following is a brief description of the types of controlled low strength material (CLSM) and their intended uses:

1/2 SACK: One half sack CLSM can be used as a general trench backfill in areas where future excavation into the backfillis anticipated or in areas of low loading such as streets, parking areas, behind retaining walls, etc.

1 SACK: One sack CLSM can be used as a general trench backfill and backfill behind retaining walls where additionalstrength is required above that of 1/2 sack CLSM.

1 1/2 SACK: One and one half sack CLSM can be used as a structural backfill under foundations and as thermal fill and/ormechanical protection of duct banks and conduits.

The type of backfill to be used shall be as specified in the special provisions, plans or by the Engineer.

604.2 MATERIALS:

Controlled low strength material shall conform to the requirements of Section 728.

604.3 PLACEMENT:

The controlled low strength material shall be placed directly into the excavation. The CLSM shall be placed in a uniform mannerthat will prevent voids in or segregation of the material. Foreign material which falls into the trench prior to and during placingof the CLSM shall be immediately removed. The CLSM shall have consistency, workability, plasticity, flow characteristics andpumpability (when required) such that the material when placed is self-compacting. Mechanical compaction or vibration maybe used to consolidate around structures, pipes, multiple conduits, etc., otherwise no mechanical compaction or vibration shallbe required.

When CLSM is used for backfill around pipes or conduits, the CLSM shall be placed equally on both sides of pipe or conduit toprevent lateral displacement. Also, the CLSM shall be placed in lifts. The height of each lift shall not exceed the depth that willcause floating of the pipe or conduit. When placing the CLSM in greater lift depths, sufficient anchorage shall be provided sothe pipe or conduit will not float.

Where CLSM is used for backfill around pipes or conduits with a depth less than 20 feet, the width of the excavation shown onthe plans or in Section 601 may be reduced so that the minimum clear distance between the outside of the pipe or conduit and theside of the excavation (each side) shall be 12 inches for pipes or conduits 42 inches and larger, 6 inches for pipes or conduitsbetween 4 inches and 42 inches and 3 inches for pipes or conduits 4 inches and smaller.

When CLSM is used behind retaining walls, the depth of each lift shall be limited so it will not induce hydraulic loads greater thanthe design loads.

For long trenches or installations which require a large amount of CLSM, bulkheads of wood, dirt, sand bags, etc. can be usedto control the material’s flowability. The bulkhead shall be removed prior to the continuation the backfilling.

CLSM shall NOT be permitted to come in contact with any aluminum, copper or brass materials, e.g., aluminum pipes or culverts,copper water pipe, saddles, fittings, etc. Protection shall be any combination of the following: place a layer of noncorrosivematerial around the pipe e.g., native material, import material, etc. or provide a protective covering or wrapping such aspolyethylene wrap per Section 610.5. Pipes smaller than 4 inches can be completely wrapped with tape as per Section 610.5 orapproved equal.

Generally, CLSM does not resist freezing and thawing and in some cases may propagate the condition. Further testing may berequired prior to placing the material in a freeze-thaw condition.

SECTION 604

604-2Revised 2000

604.4 PROTECTION:

When CLSM is placed within the traveled way or otherwise to be covered by paving or embankment materials, the material shallachieve a penetration resistance of 3 inches (indentation diameter) or less with 5 drops at a drop distance of 5 inches prior tocovering and opening to traffic or the installation of the surface be delayed for 12 hours, which ever occurs first. Penetrationresistance shall be as measured by ASTM Test Method D-6024, “Standard Test Method for Ball Drop on Controlled Low StrengthMaterial to Determine Suitability for Load Application.”

When CLSM is placed in foundation excavations, the material shall be protected from foundation loading and placement offoundation concrete prior to having reached initial set per ASTM C-403, or allowed to set in place for 24 hours, whichever occursfirst.

Where the Engineer has identified soils as being moisture sensitive, a drainage notch or drain wick shall be placed longitudinallyalong the centerline of the trench or CLSM placement. The notch or wick shall be constructed within the first hour followingplacement. Drainage water shall be collected and removed at the end of notch or wick.

604.5 ACCEPTANCE:

CLSM shall be considered deficient and may be rejected at the discretion of the Engineer if:

(A) The CLSM is outside of the limits specified in Table 728-1 and/or

(B) The aggregate gradation is outside the limits specified in Section 701.3.5.

Rejected material not placed shall be immediately removed from the job site. Rejected material placed shall be removed andreplaced with acceptable material. Removing and disposing of the rejected material shall be at no additional cost to theContracting Agency.

604.6 PAYMENT:

No pay item will be included in the proposal nor direct payment made for CLSM. The cost for placing the material shall beincluded in the unit price bid for the specific work function (laying pipe, placing structure foundation, construction retainingwall, etc.).

SECTION 605

605-1

SUBDRAINAGE

605.1 DESCRIPTION:

The subdrainage system shall be constructed in accordance with the notes and details shown on the plans and the applicableprovisions of these specifications except as modified in the special provisions.

605.2 CONCRETE:

All concrete placed in drainage structures, subdrain outlets, pipe collars, and similar features of the subdrainage system shallconform to the applicable provisions of Section 725.

605.3 SUBDRAINAGE PIPE:

Subdrainage pipe, both perforated and non-perforated, shall be either bell and spigot concrete, bell and spigot vitrified clay,corrugated metal pipe, or asbestos-cement pipe as shown on the plans or specified in the special provisions. However, if theparticular kind of pipe is not shown on the plans nor specified in the special provisions, subdrainage pipe shall be concrete pipeof at least standard strength quality and shall conform to the requirements of Section 736. Vitrified clay pipe shall conform to therequirements of Section 743. Asbestos-cement pipe shall conform to the requirements of Section 737. Corrugated metal pipe shallconform to the requirements of Section 760.

605.3.1 Pipe Joints: Unless the pipe joints are of a self-aligning type, have the bottom half of the bell joint filled with mortarto securely hold the pipe in alignment and to bring the inner surface of abutting pipes flush and even. Where a tight joint for non-perforated pipe is required, the bell joint shall be completely filled with mortar.

Asbestos-cement pipe joints shall be made with couplings in accordance with the recommendations of the pipe manufacturer.

605.4 SUBDRAINAGE MANHOLES:

Subdrainage manholes, including inlets, outlets, flap gates, gate boxes, and drop steps, shall comply with the requirements of theplans and the special provisions.

605.5 FILTER MATERIALS:

The filter materials shall be placed within the limits shown on the plans. The compositions of the filter materials shall eachconform to one of the grading requirements in Table 605-1; the particular requirement to be used will be specified in the specialprovision.

The materials used shall conform to requirements for concrete aggregates in Section 701; however, the requirements for grading,and reactivity, as stated therein, shall not apply. The minimum bulk specific gravity shall be 2.50, by ASTM C-127.

TABLE 605-1

FILTER MATERIAL GRADING - % PASSING

Screenor

Sieve Size

TYPE

F1 F2 F3

3/4O 100 100

3/8O 100 80 - 100 70 - 100

No. 4 90 - 100 60 - 85 45 - 75

No. 8 75 - 90 45 - 70 30 - 60

No. 16 55 - 80 30 - 55 20 - 45

No. 30 30 - 60 15 - 40 10 - 30

No. 50 10 - 40 5 - 20 0 - 15

No. 100 0 - 15 0 - 10 0 - 5

No. 200 0 - 5 0 - 5

SECTION 605

605-2

605.6 PLACEMENT:

605.6.1 General: The excavated subgrade shall be kept free of surface water. Mudholes, ruts, or soft spots due to the Contractor'soperations shall be repaired at no additional cost to the Contracting Agency, as ordered by the Engineer.

Filter and drain material shall be placed around drainage pipe so as to provide even support throughout the entire length of thepipe and to permit the installed pipe to lie upon true alignment and grade. The minimum thickness of filter material surroundingthe pipe shall be 6 inches.

Filter material shall be spread to such depth as to obtain the required thickness after compaction and shall be uniform and trueto the line and grades indicated on the plans.

The surface under sloped bank lining or invert shall not show any variation or departure greater than 1/2 inch from the testing edgeof a 10 foot straightedge. Ridges and humps shall be regraded, depressions filled and compacted, and tested for straightness untilgrading is accomplished within the tolerance specified. No relative density will be required.

Pipe damage during placement or compaction shall be replaced by the Contractor at no additional cost to the Contracting Agency.The Contractor shall exercise due care to prevent water from surface drainage or other sources, mud, muck, or debris, fromrunning into the filter material both during and after its placement, until the lining, backfill, or structure placed thereon iscompleted or set. The Contractor shall provide and operate drainage sumps and pumps, or equivalent means satisfactory to theEngineer, to prevent any such saturations of the filter materials.

605.6.2 Under Sloped Bank Lining: Those portions of filter materials which become subgrade for sloped bank lining shall becompacted by 4 passes of a small roller weighing not less than 600 pounds, and 20 pounds per inch of roller width, or by othermeans approved by the Engineer.

605.6.3 Under Invert: Those portions of filter materials which become subgrade for channel invert linings shall be compactedby 2 passes of a smooth-wheeled roller lapping 1 foot each pass, or by use of manually-operated hand tampers, or by other meansas approved by the Engineer. The weight of the roller or the size of the tamper shall be approved by the Engineer.

605.6.4 In Trenches and Along Heels or Walls of Sides of Structures: The filter materials shall be placed in 1 foot lifts andcompacted by hand-held tamping or vibrating equipment to the satisfaction of the Engineer.

605.7 TESTS OF THE SUBDRAINAGE SYSTEM:

Two separate tests shall be made on each subdrain line by the Contractor to assure the proper functioning of the subdrainagesystem.

Each test shall be conducted in the presence of the Engineer and shall consist of the flushing of the subdrain line with sufficientwater to develop a flow of 5 cubic feet per minute out of the end of the line being tested, as measured by approved measuringequipment furnished by the Contractor.

When a channel invert slab is required, the first test of each completed section of the subdrain system shall be performedimmediately prior to the placement of reinforcing steel for the channel invert slab and the second test shall be performed aftercompletion of the channel invert work. Manholes shall be cleared of all debris prior to beginning the second test.

Final acceptance of the subdrainage system will be made only if the discharge is of uniform flow and of adequate quantity. Anynecessary clearing of drain lines to meet the above requirements shall be performed by the Contractor at no additional cost to theContracting Agency.

All costs involved in the performance of the tests, including the furnishing of all labor, equipment, and material required therefore,shall be included in the prices bid for the items under which the subdrainage system is to be constructed.

605.8 PAYMENT:

Payment for the work included in this specification will be made on the basis of the lump sum or unit prices stipulated in theproposal, unless the payment for subdrainage work is included in the cost for other improvements. Such payment shall includefull compensation for furnishing all labor, tools, and equipment and incidentals for doing the work involved.

SECTION 610

610-1

WATER LINE CONSTRUCTION

610.1 DESCRIPTION:

The construction of all water lines shall conform to applicable standard specifications and details, except as otherwise requiredon the plans or as modified in the special provisions.

610.2 GENERAL:

All pipe shall be delivered, handled and installed in accordance with the manufacturer's recommendations and/or applicableprovisions of AWWA standards for installation of the various types of water mains specified, insofar as such recommendationsand provisions are not in variance with the standard specifications and details.

Where water lines are to be constructed in new subdivisions or in conjunction with street repaving projects, the streets shall bepre-graded to within 6 inches of the new street subgrade prior to trenching or cut stakes shall be set for trenching.

610.3 MATERIALS:

All pipe for water lines shall be of the classes shown on the plans or as specified below.

(A) The 4 inches through 16 inches diameter pipe may be asbestos-cement or ductile iron, except where a particular materialis specified. All pipe shall be minimum 150 P.S.I. design unless otherwise specified.

(B) Pipe 16 inches and larger may be either ductile iron, or concrete pressure pipe-steel cylinder type.

Ductile iron water pipe and fittings - Section 750. Asbestos-cement water pipe and fittings - Section 752. Concrete pressure pipe-steel cylinder type - Section 758.


All water mains in major streets shall have a minimum cover of 48 inches over the top of the pipe. Water mains in other locationsshall have a minimum cover over the top of the pipe as follows:

(A) 36 inches for mains smaller than 12 inches.

(B) 48 inches for mains 12 inches and larger.

Cover for water mains will be measured from existing or proposed finished grade of pavement or from natural ground, whicheveris deeper.

No water main shall be deflected, either vertically or horizontally, in excess of that recommended by the manufacturer of the pipeor coupling, without the appropriate use of bends or offsets.

If adjustment of the position of a length of pipe is required after it has been laid, it shall be removed and rejoined as for a new pipe.

Every precaution shall be taken to prevent foreign material from entering the pipe while it is being placed in the line. At all timeswhen a pipe laying is not in progress, the open ends of the pipe line shall be closed by a water-tight plug or other means approvedby the Engineer.

Where restrained joints are specified on mains sixteen (16) inches in diameter and smaller, ductile iron pipe shall be used withan approved joint restraint method.

On mains sixteen (16) inches in diameter and larger where plans specify welding joints and where ductile iron pipe is furnished,joints shall be restrained by an approved joint restraint method for the distance specified.

SECTION 610

610-2

Except as otherwise required in this specification, the special provisions, or by the Engineer, trench excavation, backfilling andcompaction shall be in accordance with the requirements of Section 601. Backfilling may be accomplished as soon as the pipeline has been installed to the satisfaction of the Engineer, subject to the requirements for testing, as contained below.

Hydrostatic testing shall be in accordance with this specification.

All corporation stops used for testing and chlorination shall be left in the pipe line with the stop closed and all connecting piperemoved.

Curb stops with flushing pipes or fire hydrants shall be installed at the ends of dead-end mains according to standard details.

Thrust blocks shall be installed in accordance with this specification.

Valve boxes and covers shall be according to standard details.

Asbestos-cement pipe shall be installed in accordance with AWWA C-603, except pipe and fittings shall be in accordance withSection 752.

Cast iron pipe shall be installed in accordance with AWWA C-600, except pipe and fittings shall be in accordance with Section750.

Ductile iron pipe shall be installed in accordance with this specification and pipe and fittings shall be in accordance with Section750.

610.5 POLYETHYLENE CORROSION PROTECTION:

610.5.1 General: Where called for in the plans and specifications or directed by the Engineer, pipe, valves and fittings shall beprotected from corrosion by encasement in a polyethylene protective wrapping referred to hereafter as polywrap. Although notintended to be a completely air and water tight enclosure the polywrap shall provide a continuous barrier between the pipe andsurrounding bedding and backfill.

610.5.2 Materials: The polywrap shall be of virgin polyethylene, not less than 8 mils in thickness, formed into tubes or sheetsas may be required. Naturally pigmented material may be used where exposure to ultra violet light will be less than 48 hours.Otherwise the material shall be pigmented with 2 to 2 1/2 percent of well dispersed carbon black with stabilizers.

The polywrap shall be secured as specified below with 2 inches wide pressure sensitive plastic tape not less than 10 mils thick.Tape shall be Scotchrap No. 50, Polyken No. 900, Tapecoat CT, Johns-Manville No. V-10 Trantex, or approved equal.

The minimum tube size for each pipe diameter shall be per Table 610-1.

TABLE 610-1

POLYWRAP FLAT TUBE WIDTHS

Nominal PipeDiameter (Inches)

Cast Iron OrDuctile Iron With

Push-On Joints (inches)

Cast Iron OrDuctile Iron With

Mechanical Joints (inches)

4 14 16

6 17 20

8 21 24

10 25 27

12 29 30

14 33 34

16 37 37

18 41 41

20 45 45

24 53 53

SECTION 610

610-3

610.5.3 Installation: The polyethylene tubing shall be cut into lengths approximately 2 feet longer than the pipe sections. Withthe pipe suspended from the center the tube shall be slipped over the spigot end and bunched up between the point of support andthe spigot end. After the pipe is installed into the bell of the adjacent pipe the pipe shall be lowered to the trench bottom and thesupporting sling removed from the center of the pipe. The pipe shall then be raised at the bell end enough to allow the tube to beslipped along the full length of the barrel with enough left at each end to overlap the adjoining pipe about 1 foot. A shallow bellhole must be made at each joint to facilitate installation of the polywrap.

Pull the bunched-up polywrap from the preceding length of pipe, slip it over the end of the new length of pipe, and secure in placewith one circumferential turn of tape plus enough overlap to assure firm adhesion. Then slip the end of the polywrap from the newpipe section over the end of the first wrap until it overlaps the joint at the end of the preceding length of pipe. Tape it in place.

The loose wrapping on the barrel of the pipe shall be pulled snugly around the barrel of the pipe, and excess material folded overthe top of the pipe and the folds held in place by means of short strips of adhesive tape, at about 3 foot intervals along the pipe.

Repair any rips, punctures or other damage to the tube with the adhesive tape or pieces of tube material secured with tape.

Bends and reducers in the line shall be covered with polyethylene in the same manner as pipe.

Valves, tees, crosses and outlets shall be wrapped with flat sheets of the same material. The sheets shall be passed under valvesand brought up around the body to the stem. Edges shall be brought together, folded twice and secured with the adhesive tape.

610.5.4 Payment: Payment for this item shall be per the provisions of Subsections 109.4 and 109.5 of the specifications unlessthis item is specifically called for on the plans or in the supplemental specifications or special provisions as a specific componentand pay item for a given project.

610.6 VALVES:

Valves shall be installed in accordance with AWWA C-600 or AWWA C-603 modified as follows:

All tapping sleeves, gate valves, butterfly valves, air release and vacuum valves and corporation stops shall be in accordance withSection 630.

Just before installation in the trench, valves shall be fully opened and closed to check the action, and a record made of the numberof turns required to fully open or close the valve. For valves 16 inches and larger, a member of the water utility shall be presentto check the action and record the number of turns. The inside of all valves shall then be thoroughly cleaned and the valveinstalled.

Valves 12 inches and smaller in size shall be supported by concrete blocks, in accordance with the standard details.

Valves 16 inches and larger in size along with their bypass valves, shall be supported on concrete slabs, and/or concrete piers,as indicated on the plans.

Concrete supports shall be provided under valves in vaults and manholes, and shall be constructed an inch low, then grouted withnon-shrink grout. Adjustable pipe supports shall be as indicated on the plans. Buried valves shall be supported on concrete blocksas detailed on the plans.

Valve boxes shall be installed over all buried valves in accordance with standard details.

Standard couplings or matching joints shall be used when more than one length of pipe is required, or when two or more piecesare joined, to form the valve box riser. Install extension stems on all valves where the operating nut is 5 feet or more below grade.

SECTION 610

610-4

610.7 MANHOLES AND VAULTS:

Construction shall consist of furnishing all materials and constructing manholes or vaults complete in place, as detailed, includingfoundation walls, cast iron steps, frames, covers, and any incidentals thereto, at location shown on the plans.

Manholes shall be constructed to conform with the requirements of Section 625 and standard details, except the inside diametershall be 60 inches.

Vaults shall be constructed of reinforced concrete conforming to Section 725 and of concrete pipe conforming to ASTM C-76Wall A or B. Vaults shall be kept moist for 7 days before backfilling.

610.8 FIRE HYDRANTS:

The Contractor shall furnish all labor, materials, and equipment necessary to install fire hydrants complete in place at locationsshown on the plans in accordance with the standard details and special provisions. Fire hydrants furnished by the Contractor shallconform to the requirements of Section 756.

If paint is chipped, scuffed, or otherwise damaged during handling and installation, the Contractor shall touch up such spots asmay be designated by the Engineer.

All hydrants must be flushed and left in good working condition with the control valve open.

610.9 CONNECTION TO EXISTING MAINS:

Existing pipe to which connections are to be made shall be exposed by the Contractor as directed by the Engineer, to permit fieldchanges in line, grade or fittings, if necessary.

All connections to existing mains shall be constructed according to the plans.

Valves connecting new work to the existing system shall be kept closed at all times.

Only Agency personnel shall operate existing valves. The Contractor shall not operate valves in the existing system.

After disinfected samples have been taken and the new work passes the bacteriological tests, the new line shall then be turned overto the Contracting Agency with all branch lines and tie-in valves closed.

When shutdown of an existing water main is necessary in order to connect to the new lines, the Contractor shall make applicationand pay the required charges to the Contracting Agency. A conference between the Contractor's representative, EngineeringInspection, and Water Distribution personnel shall establish the time and procedures to insure that the shutdown will be for theshortest possible time. If necessary to minimize inconvenience to customers, shutdowns may be scheduled during other thannormal working hours. The water supply to some customers, such as hospitals, cannot be shut off at any time. Provisions to furnisha continuous supply of water to such establishments will be required. After the procedures and time for a shutdown are agreedupon, it shall be the Contractor's responsibility to notify all customers in advance that the water will be turned off. When possible,customers shall be notified 24 hours in advance and in no case, except in emergency, shall notification be less than 30 minutes.Notification shall be in writing, giving the reason for the shutdown and the time and duration the water service will be shut off.

The Contracting Agency will close existing valves, but will not guarantee a bone-dry shutdown.

610.10 METER SERVICE CONNECTIONS:

All new meters must be installed by the Contracting Agency after the proper application as required by Code with fees paid atprevailing rates.

SECTION 610

610-5

When plans call for connections from a new water main to an existing water meter, the work shall include new copper pipe andfittings except as follows:

(A) Wrapped galvanized pipe shall be used to connect or extend existing galvanized service pipe. Type K soft copper pipe ortubing shall be used to connect or extend existing copper service pipe except when otherwise called for in the plans.

(B) When the existing main is not abandoned, and the existing meter is to be connected to the new line, the corporation stop atthe old main shall be closed and the abandoned service line cut 6 inches from the old main.

(C) Taps and service connections to the new main shall be made prior to testing and disinfection of the new line.

(D) Meter service piping may be installed by drilling in place of open cut construction when approved by the Engineer.

When called for on the plans, the meter and box shall be relocated by the Contractor as directed by the Engineer. Existing meterswhich are shown on the plans to be relocated shall be located and installed in accordance with standard details.

Water meter boxes which are broken during construction shall be replaced by the Contractor at no additional cost to theContracting Agency. Existing meter boxes which are already broken prior to start of construction shall be replaced by theContractor with boxes furnished by the Contracting Agency. Boxes may be picked up by the Contractor after written authorizationis received from the Engineer. The written authorization shall include the street address of each broken meter box and the sizeof meter box required. All water meter boxes shall conform to the standard details.

610.11 FIRE LINE SERVICE CONNECTIONS:

Fire line service connections shall be installed in accordance with standard details.

The fire line from the control valves at the main to the detector check valve shall be constructed of cast iron or ductile iron pipeto Section 750.

610.12 COUPLINGS, JOINTS, GASKETS AND FLANGES:

(A) Couplings: The couplings used to join the pipe to flanged valve adapters shall be Dresser Style 38, Smith-Blair 411 or anapproved equal.

(B) Joints: The joints and fitting shall conform to Sections 750 and 752.

(C) Bolts and Nuts:

(1) For pipe 12 inches and smaller: Bolts and nuts for use in field connections or for connecting fittings shall be carbonsteel equivalent to ASTM A-307, Grade B, with cadmium plating in accordance with ASTM B-766, except that the minimumthickness of the plating shall be .00020 inches. Cadmium plated bolts shall have Class 2A threads and the nuts used withthem shall have Class 2B threads. All bolt diameters shall normally be 1/8 inch smaller than the bolt hole diameter. Highstrength, heat treated cast iron tee-head bolts with hexagon nuts, all in accordance with the strength requirements of AWWAC-111, may be used in lieu of the cadmium plated bolts and nuts for jointing mechanical joint cast iron or ductile iron pipeand fittings only.

(2) For pipe 16 inches and larger: All bolts and nuts on flanges for valves and flexible couplings shall be carbon steelequivalent to ASTM A-307, Grade B. Bolt diameters shall normally be 1/8 inch smaller than the bolt hole diameters.

These bolted joints shall be protected as follows: Following installation and before backfilling, all couplings, steel flanges, bolts,nuts, anchor bolts and rods, bolting of all flanged valves, and all exposed steel shall be protected from corrosion by either of thetwo methods outlined below at the Contractor's option.

SECTION 610

610-6

(A) Below ground installations shall be coated with NO-OX-ID “A” with a film of not less than 1/32 inch thick and then coatedwith cement mortar not less than 1 inch thickness before backfilling. Cement mortar shall be composed of 1 part cement, ASTMC-150, Type II, low alkali, to 3 parts sand. Before application of the cement mortar coating the area to be protected shall becovered with a layer of 2 x 2 inch No. 14 gage welded wire fabric, firmly wired in place.

(B) Below ground installations shall be protected by the application of hot coal-tar enamel. The coal-tar enamel shall be inaccordance with AWWA C-203 and shall be applied to the top part of the pipe or fittings by daubers for at least 2 coats for a totalminimum thickness of 1/16 inch. The coal-tar for under side of the pipe flanges or fittings shall be applied by the pan or cocoonmethod as described below and in AWWA Manual M-11, Steel Pipe.

Pan Method: The coating pan is securely anchored in place on the underside of the pipe and straddling the connection to be coated.The pan shall be wide enough so that the entire connection will be coated.

Hot coal-tar enamel is poured into the pan, from one side only, until the pan is completely filled. The drain plug or valve, is thenopened and the excess coal-tar drained out. The pan can then be removed. Details of the coating pan and correspondingdimensions are given in AWWA Manual M-11.

The upper portion of the connection, and all remaining exposed steel pipe, will then be coated by the use of a dauber. The coal-tarcoating shall be applied in at least 2 coats for a minimum thickness of 1/16 inch. The daubers and method of application conformto AWWA C-203. No thinning will be allowed.

Cocoon Method: The cocoon is formed by placing glass fiber cloth or roofing paper, of the proper width, around the undersideof the connection and adjacent exposed steel pipe. The edges of the cocoon shall be securely fastened to the pipe. Backfill islightly placed to the spring line, and the top of the cocoon is opened and layed back on the filled area and hot coal-tar enamelpoured, from one side only, until the cocoon is completely filled. The loose backfill prevents rupture of the cocoon. The upperportion of the connection and remaining exposed steel pipe shall be coated as above.

(D) Gaskets: Except as otherwise provided, all gaskets for pipe lines shall be one piece full faced gaskets from one-ply clothinserted SBR rubber material. Gaskets for flanges 20 inches and smaller shall be from 1/16 inch thick material. Gaskets for flanges24 inches and larger shall be from 1/8 inch thick material. Gasket material shall be J-M 109 as manufactured by Johns-ManvilleCorporation or an approved equal. Physical characteristics of the rubber compound shall meet ASTM D-2000, Class 4AA805A13.

(E) Flanges: Cast iron flanges shall conform to AWWA C-110 as to material, diameter, thickness, drilling, etc. Steel flanges shallbe ring or hub type, and shall conform to AWWA C-207, Class D. All flanges shall be drilled and have flange diameters and boltcircles conforming to AWWA C-110, except bolt holes will be 1/8 inch larger than the bolts given for the various sizes. All boltsshall be as specified above and all flanges shall have a flat facing.

610.13 BLOCKING:

All pipe lines, valves and fittings 16 inches and smaller in diameter shall be blocked with concrete thrust blocks in accordancewith standard details. Thrust block areas for pipe, valves and fittings larger than 16 inches in diameter shall be calculated for eachsize pipe, valve and fitting to be installed and shown on the plans.

Thrust block areas shall be calculated on the basis of 200 psi test pressure bearing against undisturbed 3,000 psf soil.

If soil or pressure conditions other than those stated above are encountered, the thrust block areas shall be calculated and submittedfor approval. The areas stipulated in the standard details are minimum and shall not be decreased.

When restrained/welded joints are specified to resist thrust forces, blocking is not required.

With the Engineers approval, restrained/welded joints may be used in lieu of thrust blocks to resist thrust forces.

SECTION 610

610-7

610.14 TESTING:

Water lines, including all fittings and connections to the water mains shall be tested for watertightness by subjecting each sectionto hydrostatic tests in accordance with applicable provisions or AWWA C-600, except as modified below, and shall consist ofpressure test and leakage tests. The Contractor shall provide all vents, piping, plugs, bulkheads, valves, bracing, blocking, pump,including measuring device and all other equipment necessary for making the tests, except pressure gages, and shall pay theContracting Agency for water used in the tests.

(A) Pressure Tests: Water lines, including all fittings and connections to the water mains shall be tested for watertightness bysubjecting each section to pressure test, measured at the lowest end of the section under test. The test pressure shall be at least200 psi for lines smaller than 16 inches and 150 psi for lines 16 inches or larger unless otherwise noted. The duration of eachpressure test shall be at least 2 hours. Each section of a new line between sectionalizing valves or between the last sectionalizingvalve and the end of the project shall be tested separately as required in AWWA C-600, and/or as modified in these specifications,except that any such section less than 500 feet in length may be tested with the adjacent section, if both sections of line have thesame pipe class rating. No section greater than 1/2 mile in total pipe length shall be tested without special written permission ofthe Engineer.

The test may be made before or after backfilling. However, if mechanical compaction is to be used in the backfilling operationsas spelled out in AWWA C-600, the test shall not be made until the backfilling is completed and compacted. All connections,blowoffs, hydrants and valves shall be tested with the main as far as is practicable.

The test section shall be slowly filled with potable water and all air shall be vented from the line. The rate of filling shall be asdetermined by the Superintendent of Water Distribution, with at least 24 hour notice required before tests are scheduled. Whilethe test section is under test pressure, a visual inspection for leaks may be made along the pipe line, and all visible leaks repaired.The pressure test shall not begin until the pipe has been filled with water for at least 24 hours to allow for absorption.

(B) Leakage Tests: Leakage tests shall be made after pressure test has been satisfactorily completed and all backfilling andcompaction is completed to top of trench. The Contractor shall furnish the necessary apparatus and assistance to conduct the test.The duration of each leakage test shall be at least 2 hours. To pass the leakage test, the leakage from the pipe line shall not exceedthe leakage allowed by the following formula:

in which

L = allowable leakage in gallon per hour.

N = number of joints in the pipe line being tested, this “N” being the standard length of pipe furnished divided into thelength being tested, with no allowance for joints at branches, blowoff, fittings, etc.

D = nominal diameter of pipe in inches.

P = average observed test pressure of the pipe being tested, equal to at least 100 percent of the class rating of pipe beingtested, in psi gage, based on the elevation of the lowest point in the line or section under test and corrected to theelevation of the test gage.

Should the test on any section of the pipe line show leakage greater than specified above, the Contractor shall locate and repairthe defective pipe, fittings, or joint until the leakage is within the specified allowance of 2 hour duration.

Leakage is defined as the quantity of water necessary to be supplied into the pipe line section under test to maintain the specifiedleakage test pressure after the pipe line has been filled with water and all air expelled. All repairs and retests, if required, shallbe made at the Contractor's expense.

SECTION 610

610-8

Connections to the existing pipelines or existing valves shall not be made until after that section of new construction hassatisfactorily passed the hydrostatic tests.

Cast iron and Ductile pipe used in conjunction with ACP will be tested to the ACP standards, unless otherwise directed by theEngineer. High pressure systems of all cast iron or Ductile iron will be tested in accordance with AWWA C-600, Section 4.1.

Backfill and compaction for the full distance encompassed by restrained\welded joints shall be completed prior to testing.

610.15 DISINFECTING WATER LINES:

After pressure testing and before placing in service, all water lines shall be disinfected. Disinfection shall be accomplished inaccordance with Section 611. All valves in the lines being disinfected shall be opened and closed several times during the 24 hourperiod of disinfection.

610.16 PAVEMENT AND SURFACING REPLACEMENT:

Pavement and surfacing replacement shall be in accordance with the requirements of Section 336.

610.17 CLEANUP:

When testing, chlorination, compaction, and cleanup do not follow pipe laying in an orderly manner, the Engineer reserves theright to close down trenching and pipe laying until these operations are adequately advanced.


(A) Pipe:

(1) Measurement of all pipe shall be of the linear feet of pipe installed, measured along the centerline of the pipe, throughall valves and fittings, from the centerline of the fittings or centerline of valves on ends of pipe to the centerline of fittings,centerline of valves on ends of pipe or to the end of pipe, as the case may be, for all through runs of pipe. Measurement shallbe to the nearest 0.1 foot.

Measurement of branch line pipe shall start at the centerline of valve at connection to the main. Branches of tees that are valvedand capped will not be measured.

Measurement of meter service pipe shall be from the centerline of the new main to the connection at the meter, along the centerlineof service pipe.

(2) Payment will be made at the unit price bid per linear foot of each type and size of pipe called for in the proposal. Suchpayment shall be compensation in full for furnishing and installing the pipe and fittings, specials, adapters, etc., completein place, as called for on the plans and/or on the standard details, and shall include all costs of excavation, removal ofobstructions, shoring and bracing, bedding, backfilling, compaction, maintenance of traffic, testing, disinfecting, connectionsto existing lines or works, and all work not specifically covered in other pay items.

A contingent item for cast iron fittings not shown on the plans shall be included in the proposal. Payment will be made at the unitprice bid per pound on the theoretical weight of the fittings installed, which shall be compensation in full for furnishing andinstalling the fittings.

(B) Service Connection To Existing Water Meters:

(1) Measurement shall be of the number of unit connections made for water meter services, as called for in the proposal.Each proposal item unit shall consist of the connection to the water main and to the meter, as required in standard details.

SECTION 610

610-9

(2) Payment will be made at the unit price bid for each unit water meter service connection and shall be compensation infull for labor materials (other than pipe) equipment, tapping, and all necessary incidentals. Payment for new service piperequired to make the connection will be made separately, as stipulated above.

(C) Relocation of Existing Meters and Boxes: Measurement shall be of the number of meters and boxes moved and reinstalled.Payment will be made at the unit price bid in the proposal for each meter and box relocated and installed.

(D) Permanent Pipe Supports and Encasement of Existing Pipes: Measurement shall be of each unit included in the proposal,and payment shall be compensation in full for supporting or encasing existing pipe, as required on the plans, including excavation,form work, reinforcing, concrete, handling and controlling flows in the existing pipe, removing and replacing existing pipe wherenecessary, supporting, backfilling and compaction, and pavement and/or surfacing replacement required in excess of pay width(s)allowed in Section 336.

(E) Concrete Thrust Blocks: Concrete thrust blocks and anchors for all pipe 16 inches and larger shall be measured by the cubicyard(s) of concrete placed, as required on the plans and/or as directed by the Engineer. Payment will be made at the unit price bidper cubic yard, and shall be compensation in full for excavation, formwork, placing and finishing concrete, reinforcing, backfillingand compaction, and pavement and/or surfacing replacement required in excess of pay width(s) allowed in Section 336. All thrustblocks and anchors for 12 inches and smaller pipe shall be included in the linear foot cost of the pipe.

(F) Valves: Measurement of and payment for valves, tapping sleeves and valves, and valve boxes shall be for each item furnishedand installed, as designated in Section 630.

(G) Fire Hydrants: Measurement shall be the number of fire hydrants installed. Payment will be at the unit price bid for theinstallation of each fire hydrant complete in place and in operating condition. The 6 inches cast iron pipe and fittings, requiredfor making the connection from the main to the hydrant, shall be a separate pay item in the proposal as described above.

(H) Pavement and/or Surfacing Replacement: Payment for pavement and/or surfacing replacement will be made as stipulatedin Section 336, except as otherwise established in this specification. The cost of pavement and/or surface replacement requiredfor meter service installations shall be included in the price bid for meter service pipe.

SECTION 611

611-1

DISINFECTING WATER MAINS

611.1 CLEANING AND TREATING PIPE:

The interior of all pipe and fittings shall be kept as free as possible of all dirt and foreign material at all times, until the pipe isplaced in the new line.

If in the opinion of the Engineer, the pipe contains dirt that will not be removed during the flushing operation, the interior of thepipe shall be cleaned and swabbed, as necessary, with a .005 to .010 percent chlorine solution.

611.2 LAYING PIPE:

If the Contractor or pipe-laying crew cannot install the pipe in the trench without getting earth into it, the Engineer may requirethat, before lowering the pipe into the trench, a heavy, tightly woven canvas bag of suitable size be placed over each end of thepipe and left there until the connection is to be made to the adjacent pipe.

At the close of each day's work, the end of the last laid section of pipe shall be plugged, capped, or otherwise tightly closed toprevent the entry of foreign material of any nature.

611.3 PREVENTING TRENCH WATER FROM ENTERING PIPE:

At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or other meansapproved by the Engineer. Joints of all pipe in the trench shall be completed before the work is stopped. If water is in the trench,the seal shall remain in place until the trench is pumped dry.

611.4 PACKING MATERIAL:

Only such packing materials as are included in the list of acceptable materials in AWWA C-600 for installation of cast iron watermain, shall be used. The packing materials shall be handled in such a manner as to avoid contamination, and shall be dry whenplaced in the joints. All such materials shall be free of oil, tar, or greasy substances, except that treated paper packing material,jute, cement, or sulphur compound caulking will not be permitted.

611.5 FLUSHING COMPLETED PIPE LINES:

(A) Preliminary Flushing: All mains 12 inches and smaller shall be flushed, prior to chlorination, as thoroughly as possible withthe water pressure and outlets available. Flushing shall be done after the pressure test has been made. It must be understood thatflushing removes only the lighter solids and cannot be relied upon to remove heavy material allowed to get into the main duringlaying. It is difficult to flush mains over 12 inches in diameter, so in such instances the requirements above, must be rigidlyadhered to.

Heavy duty, factory bushed, tapped couplings, with corporation stops shall be located at all high points in the lines to allow theair to be removed prior to testing the water lines and at disinfection points as may be required. Field taps will not be permitted.

The couplings, at high points and disinfection points, shall be left exposed during backfilling until the testing is complete.Couplings and corporation stops shall be left on the mains upon completion of water mains.

(B) Valve Damage by Foreign Material: Unless proper care and thorough inspection are practiced during the laying of watermains, small stones, pieces of concrete, particles of metal, or other foreign material may gain access to mains newly laid orrepaired. If it is believed that such foreign material(s) may be in the main, all hydrants on the line shall be thoroughly flushed andcarefully inspected after flushing to see that the entire valve operating mechanism of each hydrant is in good condition.

611.6 CHLORINE RESIDUAL:

Before being placed in service, all new mains and repaired portions of, or extensions to existing mains shall be chlorinated so thata chlorine residual of not less than 10 ppm remains in the water after 24 hours standing in the pipe.

SECTION 611

611-2

611.7 METHODS OF APPLYING CHLORINE:

Any of the following methods of application of chlorine (arranged in order of preference) may be used, subject to the approvalof the Engineer.

Liquid chlorine gas-water mixture.

Direct chlorine feed.

Calcium or sodium hypochlorite and water mixture.

611.8 APPLICATION OF LIQUID CHLORINE:

A chlorine gas-water mixture shall be applied by means of a solution-feed chlorinating device or, if approved by the Engineer,the dry gas may be fed directly through proper devices for regulating the rate of flow and providing effective diffusion of the gasinto the water within the pipe being treated. Chlorinating devices for feeding solutions of the chlorine gas or of the gas itself mustprovide means for preventing the backflow of water into the cylinder.

611.9 CHLORINE-BEARING COMPOUNDS IN WATER:

On approval of the Engineer, a mixture of water and a chlorine-bearing compound of known chlorine content may be substitutedfor liquid chlorine.

(A) Compounds to be Used: The chlorine-bearing compounds that may be used are: Calcium hypochlorite*, and sodiumhypochlorite**.

(B) Preparation of Mixture: High-test calcium hypochlorite must be prepared as a water mixture for introduction into the watermains. The powder should first be made into a paste and then thinned to approximately a 1 percent chlorine solution (10,000 ppm).The preparation of a 1 percent chlorine solution requires the following proportions of powder to water:

Product

Amountof

Compound

Quantityof Water(Gallons)

High-test calcium hypochlorite (65—70% Cl) 1 lb. 7.50

Liquid laundry bleach (5.25% Cl) 1—2 pts. 12.6

611.10 POINT OF APPLICATION:

The preferred point of application of the chlorinating agent is at the beginning of the pipe line extension or any valved sectionof it and through a corporation stop inserted in the top of the newly laid pipe. The water injector for delivering the chlorine-bearingwater into the pipe should be supplied from a tap on the pressure side of the gate valve controlling the flow into the pipe lineextension.

611.11 RATE OF APPLICATION:

Water from the existing distribution system or other source of supply shall be controlled so the rate of flow shall not exceed 500gpm, unless approved by the Superintendent of Water Distribution, through a suitable measuring device into the newly laid pipeline during the application of chlorine. The rate of chlorine solution flow shall be in such proportion to the rate of water enteringthe pipe that the chlorine dose applied to the water entering the newly laid pipe shall produce at least 10 ppm of residual chlorineafter 24 hours standing in the pipe. This may be expected with an application of 50 ppm, although some conditions may requiremore.

_________________

*Comparable to commercial products known as HTH, Perchloron, and Pittchlor.**Known commercially as liquid laundry bleach.

SECTION 611

611-3

On lines 12 inches in diameter or less, determination of the rate of flow of water into the line to be treated may be made by startingwith the line full of water and measuring the rate of discharge at a hydrant located at the end of the pipe farthest away from thepoint of chlorine application.

For lines larger than 12 inches in diameter, the disinfection operation is generally started with the line empty.

Measurement of the flow of water into and out of all lines shall be made by means of a pilot gage, current type meter, or otherapproved device.

611.12 PREVENTING REVERSE FLOW:

Valves shall be manipulated so that the strong chlorine solution in the line being treated will not flow back into the line supplyingthe water. Check valves shall be used to accomplish this.

611.13 RETENTION PERIOD:

Treated water shall be retained in the pipe long enough to destroy all nonspore-forming bacteria. This period should be at least24 hours and should produce no less than 10 ppm residual chlorine at the extreme end of the line at the end of the retention period.

NOTE: If the circumstances are such that less than a 24 hour retention period must be used, the chlorine concentration shall beincreased to 100 ppm. Under these conditions, special care should be taken to avoid attack on pipes, valves, hydrants andother appurtenances.

611.14 CHLORINATING VALVES AND HYDRANTS:

In the process of chlorinating newly laid pipe, all valves or other appurtenances shall be operated while the pipeline is filled withthe chlorinating agent.

611.15 FINAL FLUSHING, SAMPLING AND TESTING:

Following chlorination, all treated water in the newly laid pipeline shall be thoroughly flushed until the replacement waterthroughout the new pipeline can be proved, by laboratory testing, comparable in quality to the water served to the public fromthe existing water system. Prior to sampling for laboratory testing, the residual chlorine throughout the length of the pipeline shallbe reduced to 1.0 ppm or less. Once the required residual chlorine level in the pipeline is achieved, samples shall be taken asoutlined below.

The Contracting Agency or its authorized representative will collect all samples for testing of the new water mains. To initiatethe sampling and testing, the Contractor will present to the Contracting Agency a written request for such work no later than 24hours prior to the time when samples are to be taken.

Samples shall be taken from a tap and riser located and installed in such a way as to prevent outside contamination. Samples shallnever be taken from an unsterilized hose or fire hydrant, because such samples will seldom meet bacteriological standards. Thenumber of sampling locations shall be as follows: Waterlines up to but less than 150 feet in length require one sampling riserinstalled as near the end as possible; lines 150 feet to 300 feet in length, two sampling risers, one near each end of the line; lines300 to 3,000 feet in length, a minimum of three sampling risers. In addition, dead ends on main lines should be represented witha sampling riser.

The number of samples taken at each sampling location shall be determined by the Contracting Agency based on one of thefollowing methods.

(A) One sample from each sampling location which is examined and analyzed in the laboratory over a three day (72 hour) period.

SECTION 611

611-4

(B) Two samples taken on separate days from each sampling location. Satisfactory water quality of the new main shall continuefor a period of at least two days (48 hours) as demonstrated by laboratory examination of these samples.

Upon completion of laboratory testing, results of all tests shall be sent by the laboratory to the Contracting Agency. Results oflaboratory analysis will be interpreted by the Contracting Agency, and reported to the Contractor. Under no circumstance shallthe Contractor contact the laboratory. If there is need for test results before written reports are submitted, such information shallbe obtained only from the Contracting Agency or its authorized representative.

611.16 REPETITION OF CHLORINATION PROCEDURE:

Should the initial treatment fail to result in the conditions specified above, the original chlorination procedure shall be repeateduntil satisfactory results are obtained.

611.17 PAYMENT:

No separate pay item shall be contained in the proposal for disinfecting water mains. This operation shall be included in the pricebid for the water mains, installed complete in place, as specified in the proposal.

SECTION 615

615-1

SEWER LINE CONSTRUCTION

615.1 DESCRIPTION:

The construction or extension of sewer lines shall conform to the applicable standard specifications and details, except asotherwise required on the plans or as modified in the special provisions.

Concrete pipe shall conform to Section 735. High density polyethylene (HDPE) pipe shall conform to Section 738. Vitrified claypipe shall conform to Section 743. Polyvinylchloride (PVC) pipe and fittings shall conform to Section 745.

615.2 TRENCHING:

Excavation of trenches shall be accomplished in accordance with Sections 601, and 603 for HDPE pipe.The Engineer shall furnish the Contractor alignment and elevation stakes at agreed-upon intervals and offset together with cutsheets showing the difference in elevation from the top of the stakes to the flow line of the pipe.

The trench shall be dry when the fine grading of the bottom of the trench is accomplished. Before placement of pipe the fine gradeshall be carefully checked by use of a string line, laser beam, or other means so that when in final position the pipe will be trueto line and grade, ±0.05 feet for 8 inches through 12 inches, ±0.10 feet for 15 inches and larger.

For PVC pipe installation the width of trench as listed in Table 601-1 or as given in the contract documents may be increased toprovide sufficient space for the installation of fittings or for compaction of the bedding. For HDPE pipe installation, the widthof the trench will be per Subsection 603.2. The adjusted maximum width at the top of the pipe must be approved by the Engineer.The adjustment of the trench width to accomplish the above shall be done at no additional cost to the Contracting Agency.

615.3 LAYING PIPE:

Pipe shall be of the type, class, and size called for on the plans. All pipe shall be protected during handling against impact shocksand free falls. No damaged or defective pipe shall be installed in the work. Pipe shall be kept clean at all times, and as the workprogresses, the interior of the pipe shall be cleared of all dirt and superfluous materials of every description.

The laying of the pipe shall be in finished trenches free from water or debris, and shall be commenced at the lowest point, withthe spigot ends pointing in the direction of the flow. Each pipe shall be laid firmly and true to line and grade, in such manner asto form a close concentric joint with the adjoining pipe and to prevent sudden offsets of the flowline. Any adjustment to line andgrade shall be made by scraping away or filling in under the body of the pipe, never by wedging or blocking under the pipe ends.

The alignment and grade of each length of pipe shall be checked after setting by measurement from the string line, laser beamtarget or other means approved by the Engineer.

At all times when work is not in progress, open ends of the pipe and fittings shall be securely closed to the satisfaction of theEngineer, so that no water, earth or other substance will enter the pipe or fittings.

HDPE and PVC pipe and fittings shall be installed in accordance with ASTM D-2321. HDPE pipe bedding shall comply withSubsection 603.4. The PVC pipe bedding shall be placed in two lifts. The first lift will be from the bottom of the trench to thespring line of the pipe. The second lift will be from the spring line to one foot above the top of pipe. Separate inspections will berequired on each lift. The Contractor shall place the first lift in a manner that will insure uniform support under the haunches andproper alignment of the pipe.

615.4 FITTINGS:

All fittings shall conform to the requirements of the pipe specifications and shall be located as shown on the plans, or as directedby the Engineer, in accordance with the standard details.

SECTION 615

615-2 Revised 2003

615.5 JOINTING:

615.5.1 Rubber Gasket Joints: Prior to making pipe joints, all surfaces of the portions of the pipes to be joined shall be cleaned,dried, and prepared in accordance with the manufacturer's recommendations. The joints shall then be carefully centered andcompleted.

Trenches shall be kept water-free during the installation of joints and couplings.

The joint and coupling materials will be as specified in the appropriate pipe sections and shall be installed in accordance with themanufacturer's recommendations. Cement mortar joints will NOT be permitted in sanitary sewer construction.

615.5.2 Water Stops: Water stops will be required when connecting HDPE pipe to concrete structures, manholes, etc. The waterstop shall comply with Section 738 and will be installed per manufacturer recommendations.

615.6 SANITARY SEWER SERVICE TAPS:

When the construction of sanitary sewer service taps are called for in the special provisions, they shall be constructed inaccordance with standard details for sewer taps except for HDPE pipe.

To maintain structural integrity of the pipe, service taps for HDPE pipe shall be constructed in accordance with the manufacturer'srecommendations.

When any damage occurs to the pipe ribs or walls, outside of the tap area, the Contractor shall perform repairs, as recommendedby the manufacturer at no cost to the Contracting Agency. Damage to the pipe will include but not be limited to gouging, marring,and scratching forming a clear depression in the pipe.

The location of the service tap for each property shall be in the downstream a of the lot, or as requested by the property owner.Sewer service taps shall not be covered until they have been plugged and marked in accordance with standard details and theirlocation has been recorded by the Engineer.

615.7 SANITARY SEWER CLEANOUTS:

The cleanouts shall be constructed at locations shown on the plans, in accordance with the standard details for cleanouts.

615.8 MANHOLES:

Manholes shall be constructed to conform with the requirements of Sections 625, Section 505 and standard details.

615.9 BACKFILLING:

Backfilling and compaction shall be done in accordance with Sections 601 and 603, for HDPE pipe.

615.10 TESTING:

Pressure testing of force mains shall be done in accordance with Section 610.14.

Sewers and pipe lines shall be subject to acceptance testing after backfilling has been completed but prior to the placement of thefinished surface material.

The Contracting Agency reserves the right to require testing of the entire installation. Cost of repairs or corrections necessary toconform to the following testing requirements will be borne by the Contractor at no additional cost to the Contracting Agency.

(A) Low Pressure Air Test:

Testing will be accomplished by the means of “Low Pressure Air Testing.” Tests may be conducted by the Contractor or anindependent testing firm. However, acceptance tests shall be made only in the presence of the Engineer.

SECTION 615

615-3

Test Procedure:

(1) Before testing, the pipe shall be thoroughly cleaned.

(2) The Contractor shall seal off the section of pipe to be tested at each manhole connection. Test plugs must be securelybraced within the manholes.

(3) A minimum of two connecting hoses to link the air inlet test plug with an above ground test monitoring panel must beprovided.

(a) One hose is to induce air through the test plug and into the test chamber.

(b) The second hose is for the purpose of monitoring the test pressure from within the enclosed pipe.

(4) UNDER NO CIRCUMSTANCES ARE WORKERS TO BE ALLOWED IN THE CONNECTING MANHOLESWHILE A PRESSURE TEST IS BEING CONDUCTED.

(5) Add air slowly into the test section. After an internal pressure of 4.0 psi is obtained, allow internal air temperature tostabilize.

(6) After stabilization period, adjust the internal air pressure to 3.5 psi, disconnect the air supply and begin timing the test.

(7) Refer to Table 615-1 to determine the length of time (minutes) the section under test must sustain while not losing inexcess of 1 psi as monitored by the test gauge. If the section of line to be tested includes more than one pipe size, calculatethe test time for each size and add the test times to arrive at the total test time for the section.

(8) Sections so determined to have lost 1 psi or less during the test period will have passed the leakage test. Those sectionslosing in excess of 1 psi during the test period will have failed the leakage test.

(9) Appropriate repairs must then be completed and the line retested for acceptance.

TABLE 615-1

SANITARY SEWER AIR TEST

Minimum Test Time for Various Pipe Sizes*

Nominal Pipe Size, in. T (time), min/100 ft. Nominal Pipe Size, in. T (time), min/100 ft.

3 0.2 21 3.0

4 0.3 24 3.6

6 0.7 27 4.2

8 1.2 30 4.8

10 1.5 33 5.4

12 1.8 36 6.0

15 2.1 39 6.6

18 2.4 42 7.3

* The time has been established using the formulas contained in ASTM C-828, Appendix.

SECTION 615

615-4 Revised 2001

(B) Hydrostatic Test:

Exfiltration Testing (water):

Sanitary sewer testing by means of exfiltration should only be considered when low pressure air testing cannot be used and onlywith the approval of the Engineer.

Testing Procedure:

(1) The Contractor shall furnish all equipment for testing.

(2) Seal off the downstream end of the line and fill with water to a minimum head of 4 feet in a stand pipe at the high end.

(3) A period of at least one hour will be allowed for absorption time before making the test.

(4) A suitable meter or method of measuring the quantity of water used is necessary.

(5) The allowable water loss for sanitary sewers shall not exceed 0.158 gallons per hour per 100 feet of pipe per inch of diameterof pipe under a minimum test head of 4 feet above the top of the pipe at the upper end.

(C) Deflection Test for HDPE and PVC Pipe:

In addition to the tests prescribed above, the Contractor shall perform a deflection test on the system as directed by the Engineer.Any part of the installation which shows deflection in excess of 5% of the nominal inside diameter per Section 738 for HDPE pipeor in excess of 5% of the average inside diameter per ASTM D-3034 for PVC pipe, shall be corrected.

After acceptance but prior to the termination of the warranty period, the Contracting Agency may test the long term deflectionof the sewer. If the Contracting Agency determines that the deflection has exceeded 7 1/2% of the average inside diameter, thatportion of the installation shall be corrected by the Contractor at no cost to the Contracting Agency.

(D) Closed Circuit T.V. Inspection:

The Contracting Agency reserves the right to visually inspect the interior of the sewer line using a television camera. Any defectsin the pipe or construction methods revealed shall be corrected by the Contractor at no additional cost to the Contracting Agency.

The Contracting Agency will pay for the initial T.V. inspection. Any additional inspection(s) required, due to the failure of theinitial inspection, shall be paid for by the Contractor.

615.11 PAVEMENT AND SURFACING REPLACEMENT:

Pavement and surfacing replacement shall be done in accordance with Section 336.

615.12 CLEANUP:

The Engineer has the right to close down forward trenching and pipe laying where testing, backfill, compaction and cleanup doesnot follow in an orderly manner.


(A) Sewer Pipe and Fittings: (Vitrified clay, cast iron and other approved types of pipe.)

Measurement will be made horizontally through manholes and fittings and from centerline to centerline of structures, for thevarious types and sizes of pipe called for on the plans and in the proposal.

SECTION 615

615-5

Payment for the various sizes and types of pipe will be made at the unit price bid per linear foot, and shall be compensation infull for furnishing and installing the pipe and fittings complete in place, as specified, including excavation, removal ofobstructions, backfilling, water settling, compaction, sheeting and bracing, testing, and all incidental work not specifically coveredin other pay items.

(B) Sanitary Sewer Service Taps:

Measurement will be the number of taps installed.

Payment will be made at the unit price bid and shall be compensation in full for furnishing and installing pipe and fittings completein place, as specified and called for on the plans and standard details, including all cost of excavation, removal of obstructions,shoring and bracing, backfilling, compaction, pavement replacement, maintenance of traffic, and all work incidental thereto.

(C) Sanitary Sewer Cleanouts:

Measurement will be the number of cleanouts installed.

Payment will be made at the unit price bid and shall be compensation in full for furnishing and installing pipe, fittings, and frameand cover as called for on the plans and in accordance with the standard details.

SECTION 616

616-1 Revised 2002

RECLAIMED WATER LINE CONSTRUCTION

616.1 GENERAL:

This specification prescribes standards for utility water mains for the purpose of conveying, under pressure, reclaimed water forpermitted reuse. Installation of reclaimed water mains shall be constructed in accordance with these specifications for materials,installation, and identification.

616.2 MATERIALS:

Pipe materials shall be in accordance with Section 610.

Valves shall be in accordance with Sections 610 and 630.

Valve boxes shall be in accordance with Section 345, this Section and Detail 391. Manholes shall be in accordance with Section625, 787 and this Section, and applicable Details.

616.3INSTALLATION:

Pipe shall be installed in accordance with Sections 601, 610, and this Section.

Valves and risers shall be installed in accordance with this Section.

Valve box debris caps shall be installed in accordance with this Section and Detail 392.

When a reclaimed water main is adjacent to or crosses a potable water main, the reclaimed water main shall be considered apressure or force sanitary sewer and comply with Detail 404 for separation and/or protection. When reclaimed water main isadjacent to or crosses a gravity, pressure or force sanitary sewer, the reclaimed water main shall be considered a potable watermain and comply to Detail 404 for separation and/or protection.

616.4 IDENTIFICATION:

The color purple shall be used for identifying all pipes, values, and other equipment used for conveying reclaimed water.

Reclaimed water identification tape shall be an inert polyethylene plastic impervious to all known alkalis, acids, chemical reagentsand solvents likely to be encountered in the soil. The tape shall be a minimum of 4.0 mils thick and no less than 3 inches wide.The tape shall be purple and shall have the words, “CAUTION: RECLAIMED WATER LINE” or similar wording printed in blacklettering continuously along the entire length. Lettering shall be a minimum 1 1/2 inches high. Spacing between the individualwords of the message shall not exceed three inches.

Reclaimed water identification sleeving (pipe socks) shall be an inert polyethylene plastic that is impervious to all known alkalis,acids, chemical reagents and solvents likely to be encountered in the soil. The sleeving shall be a minimum of 4.0 mils thick. Thesleeving shall be purple and shall have the words, “CAUTION: RECLAIMED WATER LINE” or similar wording printed in blacklettering continuously along the entire length. Lettering shall be a minimum 1 1/2 inches high. Spacing between the individualwords of the message shall not exceed three inches.

Reclaimed water identification decals shall be made of inert material resistant to cracking, peeling, and fading due to sunlight andheat. Decals shall have an aggressive adhesive to ensure permanent bonding to the surface that is being identified. The decalsshall have the words, “CAUTION: RECLAIMED WATER - DO NOT DRINK” or similar wording printed in black lettering ona purple background. Lettering shall be a minimum 1 inch high. Spacing between the individual words of the message shall notexceed three inches.

Reclaimed water pipe identified by stenciling shall use paint or ink resistive to all known alkalis, acids, chemical reagents andsolvents likely to be encountered in the soil. Stenciled pipe shall have the words, “CAUTION: RECLAIMED WATER - DO NOTDRINK” or similar wording printed in black or white lettering on a purple background continuously along the entire length.

SECTION 616

616-2Revised 2002

Lettering shall be a minimum of 1 1/2 inches high. Lettering shall be placed on a painted purple band a minimum of 3 inches widethat runs the entire length of the pipe.

Reclaimed water locating tape shall be an inert polyethylene plastic that is impervious to all known alkalis, acids, chemicalreagents and solvents likely to be encountered in the soil. The tape shall be a minimum of 4.0 mils thick, 3 inch wide and containa minimum thickness of 1/3 mil metallic foil or two embedded copper wires. The tape shall be purple and printed with the words,“CAUTION: RECLAIMED WATER LINE BELOW” or similar wordings printed in black lettering continuously along the entirelength. Lettering shall be a minimum 1 1/2 inches high. Spacing between the individual words of the message shall not exceedthree inches.

Integral colored reclaimed water pipe shall be purple in color and shall have the words, “CAUTION: RECLAIMED WATER-DONOT DRINK” or similar wording printed in black lettering at intervals no greater than 3 feet. Lettering shall be a minimum 11/2 inches high. Spacing between the individual words of the message shall not exceed three inches.

Reclaimed water valve tags shall be inert polyethylene plastic that is impervious to all known alkalis, acids, chemical reagentsand solvents likely to be encountered in the soil. The tags shall be purple and shall have the words, “CAUTION: RECLAIMEDWATER-DO NOT DRINK” or similar wording printed in black lettering. The lettering shall be a minimum of 1/2 inch high.

616.4.1 BELOW-GROUND PIPE:

(A) All below-ground reclaimed water pipelines shall be marked by identification tape, or sleeving, or integral coloring, orstenciling in conformance with this Section.

Identification tape shall be installed parallel to the centerline and on top of the pipe. The identification tape shall be installedcontinuously for the entire length of the pipe and shall be securely fastened with plastic adhesive tape banded around both the pipeand identification tape at no more than 4-foot intervals.

Identification sleeving shall be installed so the wording runs along the top of the pipe. Care shall be exercised to avoiddisplacement of sock and to ensure its integrity.

Stenciled pipe shall be installed so the wording is parallel to the centerline and on top of the pipe.

(B) The Agency will need to maintain adequate records, install locating devices, conduct surveys, etc. to be capable of locatingall below-ground reclaimed water mains as required by Arizona Revised Statutes 40-360. The means for locating the mains shallbe at the discretion of the Agency. When locating tape is used, the tape shall be installed with the printed side up, directly abovethe pipe, parallel to the centerline, and buried 24 inches below the finished surface grade. The backfill shall be sufficiently leveledso that the tape is installed on a flat surface. Care shall be exercised to avoid displacement of the tape and to ensure its integrity.

In lieu of locating tape, a locating wire can be fastened by plastic adhesive tape to the top center of the pipe. The adhesive tapeshall be banded around both the pipe and wire at no more than 4 foot intervals. The wire shall be continuous for the entire lengthof the pipe, without gaps, breaks, etc. The wire shall terminate above ground in a valve riser housing.

616.4.2 ABOVE-GROUND PIPE:

All above ground pipe shall be identified by stenciling or decals in conformance to this Section.

Stenciled pipe shall be installed so that the wording runs along both sides of the pipe.

Identification decals shall be placed on both sides of the pipe at intervals no greater than 3 feet. Surfaces shall be prepared toensure proper adhesion of the decals.

616.4.3 VALVES AND RISERS:

Valve handles shall be affixed with tags in accordance with this Section. Tags shall be securely fastened in a manner that ensurestheir visibility.

SECTION 616

616-3 Revised 2002

Riser pipes shall be painted purple both inside and out from the top of the pipe to at least one foot below the finished grade.

Debris caps shall be required in all valve housings per Detail 392 and shall be colored purple and affixed with tags in accordancewith this Section. Tags shall be securely fastened in a manner that ensures their visibility.

616.4.4 VALVE AND MANHOLE COVERS

Valve and manhole covers shall be stamped with the words or shall have raised lettering with the words “RECLAIMED WATER”.Reclaimed water valve covers shall be of a shape that is not interchangeable with potable water valve covers.

616-4


SECTION 618

618-1 Revised 2003

STORM DRAIN CONSTRUCTION

618.1 DESCRIPTION:

This section covers concrete pipe line and high density polyethylene (HDPE) pipe line construction used for the conveyance ofirrigation water and storm drainage in streets, easements, and alley right of ways, under low hydrostatic heads.

Installation of pipe in laterals of Salt River Valley Water Users' Association or other irrigation districts shall conform to thespecifications and permit of the respective irrigation district.

Installation of pipe in State Highways shall conform to the specifications and permit of the Arizona Department of Transportation.

618.2 MATERIALS:

The concrete pipe and HDPE pipe, specials, joints, gaskets, and testing shall be according to Sections 620 or 735, 736 and 738,except as specified below or as modified by special provisions.

(A) Specials: Pipe specials such as closure pieces, wyes, tees, bends, and manhole shafts shall be provided as indicated on theplans, and such specials shall be made equal in strength, diameter, and other physical characteristics to the standard straight pipelengths by the use of extra concrete, extra reinforcing, or steel items. Drawings of specials shall be submitted to the Engineer forapproval before their fabrication.

(B) Rubber Gasket Joints: When rubber gasket pipe is used, the joint shall be sealed with a continuous ring gasket made of aspecial composition rubber of such size and cross section as to fill completely the recess provided for it. The gasket shall be thesole element depended upon to make the joint watertight, and shall have smooth surfaces, free from pits, blisters, porosity, andother imperfections. The rubber compound shall contain not less than 60% by volume of first grade synthetic rubber.

The remainder of the compound shall consist of pulverized fillers free from rubber substitutes, reclaimed rubber and deleterioussubstances. The compound shall meet the following physical requirements when tested in accordance with appropriate ASTMSpecifications:

(1) Tensile Strength of the compound shall be at least 2,100 psi, ASTM D-412.

(2) Elongation at Rupture shall be at least 400%, ASTM D-412.

(3) Shore Durometer Hardness, Type A, Value 40 - 60(±5), ASTM D-2240.

(4) Cold Flow: The percentage shall not exceed 20. The determination shall be made in accordance with Method B ASTMD-395, with the following exception. The disc shall be 1/2O thick and the diameter shall be that of the rubber gasket. Thegaskets shall not be exposed to direct sunlight for a time greater than needed to accomplish normal installation.

(5) Specific Gravity shall be consistent within +0.05 and shall be between 0.95 and 1.45, ASTM D-297.

(6) Rubber Gaskets for HDPE pipe shall be in accordance with Subsection 738.2.3.

(C) Water Stops: Water stops will be required when connecting HDPE pipe to concrete structures, manholes, etc. The waterstop shall comply with Section 738 and will be installed per manufacturer recommendations.

(D) Cement Mortar Joints for RCP will be in accordance with Subsection 736.3.


Excavation, bedding, backfilling, and compaction or consolidation of backfill and bedding of trenches shall be accomplished inaccordance with Sections 601 and 603 for HDPE pipe, except as specified below, or as modified by special provisions.

The Contractor shall over-excavate the trench and fill with select materials in accordance with standard details.

Where the cover over the top of the pipe is less than 10 feet, the maximum trench width is unrestricted. The pay width, however,for pavement replacement shall remain in accordance with Section 336. For pipe, with 10 feet or more cover, the maximum trenchwidth shall be as required by Sections 601 and 603 for HDPE pipe.

SECTION 618

618-2Revised 1999

The laying of the pipe shall be in finished trenches free from water or debris, and shall be commenced at the lowest point, withthe spigot ends pointing in the direction of the flow. Each pipe shall be laid firmly and true to line and grade, in such manner asto form a close concentric joint with the adjoining pipe and to prevent sudden off-sets of the flowline. Any adjustment to line andgrade shall be made by scraping away or filling in under the body of the pipe, never by wedging or blocking under the pipe ends.

Variation from prescribed alignment and grade shall not exceed 0.10 foot and the rate of departure from or return to establishedgrade or alignment shall be no more than 1 inch in 10 feet of pipe line unless otherwise approved by the Engineer. For closuresand deflection angles greater than 10 degrees, joints shall be made by use of a bend, specially manufactured fitting, or by aconcrete collar, per standard details.

Pipe shall be of the type, class and size shown on the plans or in the special provisions.

All pipe, for permit construction, shall be reinforced concrete pipe, ASTM C-76 Class III or HDPE pipe in accordance withASTM F-894, AASHTO —252 or AASHTO —294. For reinforced concrete pipe, the minimum cover from the top of the pipeto the finished grade shall be 2 feet and the maximum cover shall be 12 feet. The minimum and maximum cover for HDPE pipeshall be as specified in the special provisions or the manufacturer's recommendations.

All pipes installed under railroad tracks shall be reinforced concrete pipe, ASTM C-76, Class V and the minimum cover over allpipes shall be as specified in the railroad permit and/or special provisions. Bedding shall be in accordance with standard details.

The allowable water loss for irrigation lines shall not exceed 2 gallons per hour per 100 feet of pipe per inch of diameter of pipe,under a minimum test head of 1 foot above the top of the pipe at the upper end when tested in accordance with the procedures ofSection 615.

618.4 JACKING PIPE:

At locations where jacking is required, the storm drain line shall be installed by jacking to the lengths indicated on the plans, inaccordance with the following. The methods and equipment used in jacking reinforced concrete pipe conduit shall be optionalwith the Contractor, provided that the proposed method is first approved in writing by the Engineer. Such approval, however, shallin no way relieve the Contractor of the responsibility for damages of any nature which might occur as a result of the methods used.

Only workmen experienced in the operation of jacking concrete conduit shall be used.

The driving ends of the conduit shall be properly protected and the conduit shall be driven true to alignment and grade. Thedeviation from true line and grade at any single point within the jacked portion shall be limited to 0.5 feet horizontal deviationfrom line and ±0.2 feet vertical deviation from grade.

Any section of conduit which may show signs of failure shall be removed and replaced with a new section of precast conduit orwith a cast-in-place section, which in the opinion of the Engineer is adequate to carry the loads imposed upon it. In this respectit shall be understood that where pipe is specified on the drawings to be jacked into place the jacked pipe shall be reinforcedconcrete of the strength specified in these specifications and the design of such pipe is based upon superimposed loads and notupon loads which may be placed upon the pipe as a result of jacking operation. Any increase in pipe strength required in orderto withstand jacking loads shall be the responsibility of the Contractor. The reinforcing shall be circular and of either single ordouble cage design.

Spacer blocks shall be placed in the inside circular space which will allow sufficient width for point mortaring when jacking iscompleted and to equalize pressures during jacking. Three grout holes per 8-foot section of pipe shall be made duringmanufacturing.

Double rubber gaskets and band type joints shall be provided for 36 inches diameter and larger pipe.

One hole shall be made on the top midway between the ends. Two additional holes, each approximately 1.5 feet from each endand approximately midway between the springline and top on opposite sides shall be made.

SECTION 618

618-3

Where the nature of the soil, or the structure under which the conduit is being jacked is such that, there is increased danger of acave-in or damage to said structure, the method of jacking the conduit shall be as specified below.

The leading section of conduit shall be equipped with a jacking head securely anchored thereto to prevent any wobble or alignmentvariation during jacking operations. The length and details of the jacking head shall be subject to the written approval of theEngineer. Excavation shall be carried out entirely within the jacking head and no excavation in advance thereof will be permitted.Every effort shall be made to avoid any loss of earth outside of the jacking head. Excavated material shall be removed from theconduit as excavation progresses, and no accumulation of such material within the conduit will be permitted. Upon completionof the jacking operations, all voids around the outside face of the conduit shall be filled by grouting through each of the previouslyconstructed grout holes to the satisfaction of the Engineer. The grout shall be a mixture of one part cement to three parts sand anda mixture by volume.

Grouting equipment and material shall be on the job before jacking operations are started in order that grouting around the jackedconduit may be started immediately after the jacking operation. After grouting, the holes in the conduit shall be repaired to thesatisfaction of the Engineer.

618.5 MEASUREMENT:

(A) Main Line Pipe: Shall be the number of linear feet of pipe laid as measured along the pipe axis.

Unless hereinafter modified, measurement shall extend through manholes when no change in pipe size occurs. When a changein pipe size occurs within a manhole, unless hereinafter modified, measurement for each size will be taken to the centerline of themanhole.

(B) Connecting Pipe: Shall be the number of linear feet of pipe installed, as measured along the pipe axis from a main line pipe,or a manhole, or a catch basin to a catch basin, or a plugged end, and shall include the portions of the connecting pipe embeddedin the above structures.

(C) Jacked Pipe: Shall be made at the ground surface and shall be the number of linear feet of ground surface undisturbed bythe cut and cover construction on either side of the jacked section.

618.6 PAYMENT:

(A) Main Line Pipe: Will be paid at the unit price bid per linear foot, to the nearest foot, for each size and type of pipe and shallbe compensation in full for furnishing and installing the type of pipe as specified and as shown on the plans including removalof obstructions, excavation, bedding, backfilling, compacting, testing, joint materials, joining, collars, and field closures.

(B) Connecting Pipe: Will be paid at the unit price bid per linear foot, to the nearest foot for each size of pipe and shall becompensation in full for furnishing and installing complete in place as shown on the plans and as specified, the connecting pipeand specials including spur connections, removal of obstructions, excavation, bedding, backfilling, compacting, joint materials,joining, collars, field closures, and testing.

(C) Jacked Pipe: Will be paid the same as for main line pipe.

SECTION 620

620-1

CAST-IN-PLACE CONCRETE PIPE

620.1 GENERAL:

This specification covers cast-in-place non-reinforced concrete pipe intended for use as storm sewers or irrigation lines. Theabbreviated title is CIPP. CIPP is conduit made of portland cement concrete cast monolithically in a properly prepared trench,using equipment specifically designed for this purpose. The type of equipment to be used by the Contractor must be approved bythe Engineer and the Contractor may be required to furnish evidence of the successful use of this equipment on prior work. CIPPwill be placed only:

(A) By experienced operators. The Engineer will be the sole judge as to experience level.

(B) In the presence of the Engineer.

(C) In ground capable of standing unsupported from the bottom of the trench to the top of the pipe without sloughing.

(D) In fill when it can be demonstrated to the satisfaction of the Engineer that the fill will adequately support the pipe.

620.2 MATERIALS:

620.2.1 Cement shall be ASTM C-150, Type II, low alkali as per Section 725.

620.2.2 Sand aggregate used for concrete and mortar shall conform to Section 701. Maximum size of the aggregate shall not begreater than a of the minimum wall thickness up to and including a wall thickness of 4 1/2 inches. The maximum aggregate sizeis 1 1/2 inches.

620.2.3 Water used for concrete and for curing the pipe shall be as per Section 725.

620.2.4 Concrete shall be Class A in accordance with Section 725. Slump shall be the minimum required for satisfactoryplacement of the concrete by the equipment used by the Contractor. The slump shall not exceed 3 inches.

620.2.5 Bonding mortar shall consist of two (2) or more parts of cement to three (3) parts of sand by volume.


620.3.1 Excavation: The trench will be neatly excavated with vertical sides and semi-circular bottom. The trench shall be shapedto form the bottom outside of the pipe on the alignment and to the grades specified in the plans. Departure from and return toestablished grade shall not exceed 1 inch per 10 linear feet with a maximum allowable departure of 1 1/2 inches. Departure fromand return to specified alignment shall not exceed 2 inches per 10 linear feet with a maximum allowable alignment departure of4 inches. The bottom of the trench, hereinafter known as the trench form, will be shaped to provide full, firm, and uniform supportby undisturbed earth or compacted fill for at least the bottom 210 degrees of the pipe. Density of the fill shall be at least fivepercent (5%) greater than the natural inplace soil, but in no case less than 85 percent (85%) when tested in accordance withAASHTO T-99, Method A and T-191 or ASTM D-2922 and D-3017.

When it is necessary to install the pipe in rocky areas, the rock will be removed and replaced with suitable fill material compactedto proper density. The rock will be over-excavated to leave a 6 inches minimum compacted soil cushion between the rock andthe pipe. For construction accuracy, areas left void by rock removal will be completely filled with compacted material, thentrenched for the pipe as though natural ground. If the rock below the pipe subgrade is fractured or fragmented or if it consists oflarge cobblestones or boulders, the replacement fill material will be carefully selected to insure that it is of such gradation thatit will not be removed downward by fluctuation of the water table. In no case will expansive soils be used for fill. A similarprocedure of over-excavation, backfill, compaction, and retrenching will be used where sloughing sand or where soft or spongysoil conditions are encountered. When expansive clays are encountered, they will be thoroughly moistened by ponding, tocompletely expand the soil, and the moisture maintained until the concrete is placed.

Where the pipe is to be constructed through fill materials, such fill shall have stability in the zone of the trench form equal to firmundisturbed earth, in the area adjacent to the fill.

SECTION 620

620-2

Upon direction of the Engineer, the Contractor shall substitute RCP or an acceptable alternate at locations where the conditionsare unsuitable for CIPP. All cost for this substitution shall be borne by the Contractor.

620.3.2 Placement: At the time of concrete placement, all soil in the trench will be adequately moistened so that water is notdrawn from the freshly placed concrete. However, the trench form will be completely free of water, mud, and debris. All formingdevices, including the slipforms and hopper of the placement device, shall be thoroughly moistened.

Concrete shall not be placed when temperature of the concrete exceeds 90 degrees Fahrenheit or is less than 50 degrees Fahrenheit.The soil adjacent to the trench shall be at a temperature above freezing.

The pipe shall be constructed in one placement, the entire cross-section being placed monolithically. Inside forms shall besufficiently rigid to withstand consolidation of the fresh concrete. Placement shall be such as to produce a thoroughly consolidatedhomogeneous concrete mixture conforming to the test requirements of this specification. Effective consolidation means shall beapplied to the fresh concrete over the entire circumference and from within the pipe shell. Consolidation means shall be capableof effectively placing and consolidating fresh concrete at production speeds. Methods of consolidating shall be capable of buildingup sufficient pressure to effectively bond the concrete to the surrounding earth and to keep loose sand, mud, and water out of thepipe shell.

(A) Construction Joints:

When work is stopped at the end of a placement or for any period that would permit initial set to take place, a construction jointshall be formed. The ends of the pipe that are to be in butt contact shall be left in rough condition with a slope of approximately45 degrees. Before resuming, if the pipe diameter is 60 inches or less, an excavation shall be made along the sides and bottomof the joint to permit casting of a concrete collar around the outside of the joint. This collar shall have a minimum thickness of11/4 times the wall thickness of the pipe and shall lap the entire joint by at least two (2) times the wall thickness. Immediatelybefore resuming concrete placement the surfaces to be bonded shall be cleaned of all laitance, coatings, foreign materials, andloose or defective concrete, thoroughly wetted and coated with a layer of bonding mortar (Subsection 620.2.5) approximately 1/4inch thick. In lieu of the bonding mortar, neat cement paste may be thoroughly scrubbed onto the wet surface of the previouslyplaced concrete.

For a joint that may be used for connections to another pipe or structure, a joint shall be made by squaring off the end of the pipe.An excavation shall be made along the sides and bottom of the cast-in-place pipe, for any diameter, to permit casting of a concretecollar as described above.

The outside top of all joints shall be capped for the entire width of the pipe that is exposed, that is, between the earth walls of theexcavated trench. This cap shall have a minimum thickness equal to the wall thickness of the pipe and shall lap the joint, bothupstream and downstream from the joint by at least twice the wall thickness of the pipe. A cap as described is required regardlessof pipe size.

(B) Pipe Dimensions and Tolerances:

(1) The internal diameter of the pipe at any point shall not be less than 95 percent of the nominal diameter, and the average ofany four (4) measurements of the internal diameter made at 45 degree intervals shall not be less than the nominal diameter.

(2) For pipe less than 15 inches inside diameter, the minimum wall thickness shall be 2 inches.

For pipe with an inside diameter of 15 inches to 24 inches the minimum wall thickness shall be 2 1/2 inches. For pipe exceeding24 inches inside diameter, the minimum wall thickness shall be 1/12 of the inside diameter, plus 1/2 inch.

(3) Offsets at form laps and horizontal edges shall not exceed 1/2 inch for pipe having inside diameter not greater than 42 inches;3/4 inch for pipe having inside diameter greater than 42 inches, but not greater than 72 inches; and 1 inch for pipe having insidediameter greater than 72 inches.

SECTION 620

620-3

620.3.3 Curing and Backfilling: The Contractor shall be responsible for proper curing of the concrete and backfilling the trenchto an even grade. Final backfill and compaction shall not be started until concrete has developed a compressive strength of at least2,000 psi. Curing shall be performed in such a manner as to prevent the premature drying of the concrete. The Contractor shalluse one of the four methods described below.

(A) A 3 inch layer of moist loose soil or sand shall be carefully placed over the top of the pipe immediately after the pipe is cast.The backfill shall be material free of clods and rocks having a diameter greater than 2 inches and any other deleterious foreignmaterials. The backfill shall be carefully placed over the top of the pipe to prevent damage to the wet concrete. The thickness ofthe backfill shall be increased by 9 inches after initial set of the concrete has occurred. The backfill shall be kept moist at all timesuntil the pipe has been covered to a depth of 12 inches or more.

(B) The exposed top portion of the pipe may be covered with wet burlap or other material of high moisture retentive propertiesimmediately after the pipe is cast. The covering material shall be kept continuously moist until the placement of final backfill asdescribed above. Moisture retentive material may be removed or left in place at the option of the Contractor.

(C) A pigmented membrane-curing compound conforming to ASTM C-309 may be applied to the exposed surface immediatelyafter the pipe is cast. The compound shall be applied at the rate of not less than one (1) gallon for each 150 square of exposedconcrete. The pipe shall then be covered with a minimum of 3 inches of moist loose soil when the curing compound is sufficientlyhard to resist damage from the fill. Final backfill shall be placed when the pipe attains suitable strength.

(D) Polyethylene film complying with ASTM C-171, nominal thickness 0.0015 inches, may be placed on the exposed top surfaceof the pipe immediately after the pipe is cast. The film shall be anchored in place with loose soil to assure continuous, adequatecuring. The trench shall be completely backfilled as soon as the pipe attains suitable strength.

A humid atmosphere within the pipe, as evidenced by condensation on the interior surface, shall be maintained for at least seven(7) days following placement, except for a maximum period of 48-hours allowed for removing forms and making repairs. Toprevent air drafts which may dry the pipe and to maintain a humid atmosphere inside the pipe, all openings into the pipe line shallbe kept closed or covered, except when and where work is actually in progress on the inside of the pipe. If necessary to promotehigh humidity, the pipe line will be partially filled with ponded water during the curing period.

620.3.4 Repair: Care shall be taken when removing the forms that the pipe is not damaged. Immediately after the removal ofthe forms, the inside of the pipe shall be inspected and all required repairs made before final backfilling begins. All spalls, cracksor indentations not satisfying Subsection 620.3.2(A) shall be filled with mortar per Subsection 620.2.5. Cracks may be repairedwith epoxy materials.

Longitudinal cracks exceeding 0.01 inches in width and 12 inches in length shall be cause for rejection of the pipe. The pipesection or reach in question shall either be removed and replaced or shall be repaired in a manner approved by the Engineer.

620.3.5 Finish: Except for the form offsets the interior surface of the pipe shall be equivalent to or better than a wood float finish.All extraneous concrete shall be removed from the interior surface.

620.4 METHODS OF TESTS:

Wall thickness shall be checked at the top, sides and bottom, every 100 feet. Where thickness is not determined by probes throughthe fresh concrete, small holes shall be drilled a day or so after placement. The holes shall be properly and permanently closedand sealed, flush with the inside surface of the pipe, after measurements are made.

Test cylinders shall be prepared and tested as per Section 725. If the cylinder tests indicate that the concrete does not meet thespecified strength requirements, cores shall be taken from the same section of concrete represented by the faulty test cylinder underthe supervision of the Engineer. The concrete should be at least 14 days old before the core specimens are taken. The diameterof the core specimens for the determination of compressive strength should be at least three (3) times the maximum nominal sizeof the coarse aggregate used and must be at least twice the maximum nominal size of coarse aggregate.

SECTION 620

620-4

The length of the specimen, when capped, should be twice the core diameter. A core having a maximum height of less than 95percent of its diameter before capping or a height less than its diameter after capping shall not be tested.

If cores are taken, the Contractor shall patch all core holes in such a manner that the patch will be permanent, will not leak, andwill have a smooth interior finish flush with the interior surface of the pipe.

Procedures and payment for coring shall be in accordance with applicable portions of Section 725.

The Engineer will evaluate the test results and his decision as to required corrective action will be final.

620.5 MEASUREMENT:

Measurement of cast-in-place concrete pipe will be the number of linear feet of pipe measured horizontally along the pipe axisfrom end to end of the pipe. At changes in diameter, the measurement shall be to center of manhole or transition.

620.6 PAYMENT:

Payment will be made at the contract unit price bid per linear foot to the nearest foot for each size of pipe and shall becompensation in full for furnishing and installing the cast-in-place concrete pipe as specified, including removal of obstructions,excavation, backfilling, compacting, testing, and all incidental costs not specifically covered in other items in the proposal.

SECTION 621

621-1

CORRUGATED METAL PIPE AND ARCHES

621.1 DESCRIPTION:

These specifications cover plain galvanized, bituminous coated, and bituminous coated and paved galvanized corrugated metalpipe for use in storm sewers. The pipe shall be of the types, constructed as specified, and shall be manufactured in accordancewith the requirements of the stated specifications. Except as otherwise required, corrugated metal pipe shall conform to AASHTOM-36 for Type I, Type IA, II and Type IIA. The external coating and internal lining shall be in accordance with AASHTO M-190and Section 760.

621.2 MATERIALS:

The types of pipe and fabrication shall be in accordance with Section 760.

All helically-wound corrugated metal pipe shall have a marking system which shall provide a quick external visual check ofdiameter variations during and after the manufacturing process.

621.3 INSTALLATION:

Excavation, bedding and backfill shall be in accordance with Section 601, except as modified by standard details.

No pipe shall be laid except in the presence of an inspector. Each pipe shall be carefully inspected immediately before it is laidand defective pipe will be rejected. Pipe lines shall be laid to the grades and alignment indicated on the drawings. Variation fromprescribed grade and alignment shall not exceed 0.10 foot, and the rate of departure from, or return to established grade oralignment shall be no more than 1 inch in 10 feet, unless otherwise approved by the Engineer. Proper facilities shall be providedfor lowering sections of pipe into trenches. All pipes, elliptical or round, as well as pipe arches requiring external coating orinternal lining shall be equipped with lifting lugs as required and shall have connecting bands designed to provide positiveconnection without damaging the coating on the pipe or pipe arch.

All field repairs to the bituminous coating or paving shall be made with approved fiber reinforced bituminous mastic.

Corrugated metal pipe and/or pipe arches shall be laid with separate section joined together in such a manner that the joint spaceshall not exceed 1/2 inch, with the outside laps of circumferential joints pointing upstream and with longitudinal laps on the side.Elliptical pipe shall be installed so that the major or minor axis, whichever the case may be, and which should be indicated bysuitable markings on the top of each end of the pipe sections, coincides with the survey alignment of the trench excavation. Anymetal in the joints which is not thoroughly protected shall be coated with bituminous mastic. During the installation, the pipe shallbe handled with care so as not to damage the external coating or internal lining. Coupling band bolts and damaged areas of thecoupling bands and pipe shall be given a coating of bituminous mastic as specified above prior to placing the backfill. Asdetermined by the Engineer, pipe that is damaged to such an extent that satisfactory field repairs cannot be made shall be removedand replaced at no additional cost to the Contracting Agency.

621.3.1 Joints: Before the connecting band is placed around the pipe, the ends of the pipe that will be beneath the band, shall becoated with bituminous mastic or, if of suitable design, fitted with circular rubber gaskets to provide a watertight joint. The bandshall be tightened evenly, keeping equal tension on the bolts. If mastic is used, tension shall be maintained over an interval of timeuntil the flow of mastic terminates. The joint shall remain uncovered over a period designated by the Engineer, and beforecovering the joint the nuts shall be tested for tightness. If the nut has a tendency to loosen its grip on the bolt, it shall be tightenedagain and remain uncovered until a tight, permanent joint can be obtained. Prior to backfilling around the joint, the bolts, lugs,and nuts shall be given a coating of bituminous mastic. The annular space between abutting pipe sections shall be filled withbituminous mastic after jointing.

621.3.2 Pipe Elongation: Except as otherwise specified, the standard details shall control as to conditions under which pipe mustbe elongated. Pipe shall be elongated 5 ± 1/2 percent of the nominal diameter to take advantage of the buildup of side support asit settles back toward a full round shape under the backfill load. The method or technique for obtaining and releasing theelongation shall be optional to the Contractor. Under no circumstances shall the vertical diameter of the pipe at any point alongthe pipe section, after backfill and compaction is completed, be less than the nominal diameter of the pipe, or more than 5 percentgreater than the nominal diameter of the pipe as shown on the plans or specified elsewhere in this specification. Any damage doneas a result of strutting shall be repaired as directed by the Engineer at no additional cost to the Contracting Agency. Strutting ofpipe shall be approved by the Engineer.

SECTION 621

621-2

621.3.3 Cutting: The Contractor will be prohibited from using conventional welding torches in cutting full lined CMP due to firehazard. Pipe will either be sawcut or cut with special cutting tools which will not expose the pipe to the fire hazard of a normalacetylene torch. Whenever possible, connections shall be shop fabricated to prevent any exposure to fire hazard.

621.3.4 Repair of Damage to Coatings: Corrugated metal pipe shall be carefully handled at all times to prevent damage to theexternal coating, spelter coating, or internal lining. Each length of pipe shall be carefully inspected immediately prior to placingin the trench to ascertain that no damage has been done to the exterior coating that will be concealed when the pipe is placed. Anydamage to the spelter coating, shall be repaired to the satisfaction of the Engineer in accordance with Section 771. Any damageto the external coating or internal lining shall be repaired to the satisfaction of the Engineer with bituminous mastic as specifiedabove.

621.4 TEST SPECIMENS:

All tests on the bituminous coating shall be made on samples secured from pipe delivered to or about to be delivered to theContractor, or from the coating and lining facility of the pipe fabricator at the time the pipe is being coated.

Compliance with these specifications as set forth, shall be the responsibility of the Contractor. Three certified copies of test resultsindicating compliance shall be furnished for each lot or shipment prior to delivery of the material to the Contractor.

621.5 MEASUREMENT:

Measurement of corrugated metal pipe will be the number of linear feet of pipe, measured horizontally, from end to end of thepipe through manholes and specials. At changes in diameter the measurement will be to center of manhole or special.

621.6 PAYMENT:

Payment will be made at the contract unit price bid per linear foot, to the nearest foot, for each size and type of pipe and shall becompensation in full for furnishing and installing the corrugated metal pipe as specified, including removal of obstructions,excavation, backfilling, compacting, testing, and all incidental costs not specifically covered in other items in the proposal.

SECTION 625

625-1

MANHOLE CONSTRUCTION AND DROP SEWER CONNECTIONS

625.1 DESCRIPTION:

625.1.1 Sewer Manholes: Construction shall consist of furnishing all materials and constructing manholes complete in place, asdetailed, including foundation walls, cast iron steps, manhole frames, covers, and any incidentals thereto, at locations shown onthe plans.

625.1.2 Drop Sewer Connections: Construction shall consist of furnishing all materials and constructing drop sewer connectionscomplete in place as detailed, including foundation materials, pipe, and any incidentals thereto, at locations shown on the plans.

625.2 MATERIALS:

Unless otherwise shown on the plans or specified in the special provisions, materials to be used shall conform with the following:

Bricks for manholes Section 775.

Cement mortar for manholes Class D, Section 776.

Concrete for manholes Class A, for drop sewer connection Class C, Section 725.

Pipe used in manholes or drop sewer connections Section 743.

Manhole frame, cover and steps Section 787 and cast in accordance with standard details.

Plastic manhole steps, which conform to O.S.H.A. and A.S.T.M. C-487 requirements, and steel manhole steps, which arecompletely encapsulated in corrosion resistant rubber and conform to O.S.H.A. and A.S.T.M. C-478 requirements, may besubstituted for cast iron manhole steps. The manufacturer shall furnish the Engineer a certification indicating conformance.


625.3.1 Manholes: Manholes shall be constructed of brick, of precast concrete sections, or of cast in place concrete with castiron manhole steps, frames and covers, in accordance with the standard details. The invert channels shall be smooth and semi-circular in shape, conforming to the inside of the adjacent sewer sections. Changes in direction of flow shall be made with asmooth curve, having a radius as large as the manhole will permit. Changes in size and grade of the channels shall be madegradually and evenly.

Invert channels may be formed of concrete or brick masonry having a smooth plastered surface, may be half tile laid in concreteor brick, or may be constructed by laying full section of sewer pipe through the manhole and breaking out the top half after thesurrounding concrete or brick masonry has hardened. The floor of the manhole outside the channels shall be smoothed and shallslope towards the channels.

The excavation shall be made cylindrical to a diameter sufficient in size to permit sheeting if necessary and leave room that thebricks may be laid in a workmanlike manner and the outside plaster coat properly applied or the precast concrete sections or formsmay be properly assembled.

A concrete foundation of Class A concrete shall be poured in accordance with the Standard Details and Section 505.

Brickwork shall not be laid upon a concrete foundation less than 24 hours after such foundation has been poured. No brickworkshall be laid in water, nor, except as prescribed for curing, shall water be allowed to stand or run on any brickwork until the mortarhas thoroughly set. Where new work is joined to existing unfinished work, the contact surfaces of the latter shall be thoroughlycleaned and moistened.

Bricks shall be thoroughly moistened prior to placing, and shall be laid in full cement mortar beds. Every course may be a headercourse, but at least every fourth course shall be a header course. The horizontal cross section of the manhole shall be circularunless otherwise called for on the plans or standard details. An oval or egg-shaped section will not be permitted. A double row-lock course of brick in the manhole wall shall be arched over the top half of the circumference of all inlet and outlet pipes. The

SECTION 625

625-2

brick manholes shall be plastered outside with 1/2 inch of cement mortar as shown on the standard details. Inside of brick wallshall be neatly pointed. The plaster coat shall be cured with a liquid membrane-forming compound conforming with Section 726immediately after plaster has been placed and finished.

Frame and Cover. All machined surfaces on the frame and cover shall be such that the cover will lie flat in any position in theframe and have a uniform bearing through its entire circumference. Any frame and cover which creates any noise when passedover by automobiles shall be replaced. Frames shall be set firmly in a bed of mortar true to line and grade, all as shown on theplans and as called for in these specifications.

Backfilling shall be done in accordance with the requirements for trench backfilling as stated in Section 601.

625.3.2 Drop Sewer Connections: Drop sewer connections shall be constructed in conformance with standard details, as thecase may be.

Backfilling shall be done in accordance with the requirements for trench backfilling as stated in Section 601.

625.4 MEASUREMENT:

Measurement will be per manhole installed, complete in place, regardless of depth.

625.5 PAYMENT:

Payment will be made at the unit price bid each manhole, and shall be compensation in full for furnishing and installing manhole,complete, with formed invert, concrete foundation, ladder rungs, cast iron frame and cover, excavation and backfill, paving cutreplacement in excess of the applicable pay widths authorized in Section 336, and any incidentals thereto, in conformance withthe plans and specifications.

Payment will be made at the unit price bid each, and shall be compensation in full for furnishing and installing vitrified clay pipesanitary sewer drop connections, concrete encasement, excavation, backfilling, water settling, compaction, sheeting and bracing,removal of obstructions, paving cut replacement, in excess of the applicable pay widths authorized in Section 336, testing, andall work incidental thereto in conformance with the plans and specifications.

SECTION 630

630-1Revised 2000

TAPPING SLEEVES, VALVES AND VALVE BOXES ON WATER LINES

630.1 DESCRIPTION:

The installation of all tapping sleeves, valves and valve boxes shall conform to this specification and standard details, except asotherwise required on the plans or as modified in the special provisions.

630.2 GENERAL:

For valves 12 inches and smaller, the Contractor shall furnish the manufacturer's standard data and catalogues for gate valves,tapping valves, tapping sleeves, curb stop valves, butterfly valves and any castings.

For valves larger than 12 inches, the Contractor shall furnish shop drawings and technical data required for evaluating andapproval of each type of valve, tapping sleeve and valve and butterfly valve. This information shall include complete details,dimensions, weights, diameter of stems, alloy for all valve parts, and any information that may be required to assemble, install,operate and maintain the valve.

The name of the manufacturer, the year of manufacture, the size of the valve, model number and rated working pressure, shall becast on the body of each valve.

The Contracting Agency may test 10 percent of each type and size of valve furnished. Failure of any of the valves tested to meetthese specifications, shall be deemed sufficient cause to reject the entire lot delivered.

The internal working parts of valves of the same make, type, and size, shall be interchangeable.

630.3 GATE VALVES:

630.3.1 General: All valves shall conform to the latest revisions of AWWA standards supplemented as follows:

Valves shall be of the non-rising stem type and shall be counter-clockwise opening (left-hand).

The valve may be furnished with valve stems made from 300 or 400 series stainless steel.

Unless otherwise noted, valves shall have a 2 inch square operating nut.

All valves shall be class 150 or higher as necessary to withstand the requirements of the pressure and leakage test.

Bronze for all interior parts of valves shall contain not more than 6 percent zinc if made from cast bronze, or must conform toCopper Development Association #67600 if made from bar stock material.

All interior ferrous surfaces exposed to fluid flow shall be epoxy coated to a minimum dry film thickness of 6 mils. Epoxycoatings shall be factory applied by a electrostatic or thermosetting process in accordance with the manufacturer’s printedinstructions. The epoxy materials used shall be 100% powder epoxy or liquid epoxy that conforms to the requirements of AWWAC-550, and to the prevailing requirements of the Food and Drug Administration and of the Environmental Protection Agency.

All exterior ferrous surfaces, except finished or bearing surfaces, shall be factory coated with two coats of asphaltic varnishconforming to Federal Specifications TT-V-51c, or shall be epoxy coated as required above for interior surfaces.

By-pass valves, valves attached to side outlets and valves in blow-off lines shall be flanged.

Valves in air release and vacuum relief lines shall be flanged or screwed as shown on the plans.

Valves in fire hydrant lines shall have a flanged joint end on the side towards the main and a restraint or mechanical joint end onthe side towards the hydrant.

Valves larger than 20 inches shall have flanged ends, unless otherwise noted.

SECTION 630

630-2 Revised 2001

Valves 20 inches and smaller may be furnished with flanged ends, mechanical joint ends, or push-on joint ends compatible withthe type of pipe used, unless otherwise noted.

630.3.2 Supplements Specifically Relating to Valve Sizes:

(A) Valves smaller than 3 inches:

Valves shall be Jones, Ford, Hayes, Mueller or an approved equal, and shall be threaded, all bronze, standard double disc, non-rising stem with wheel handles.

(B) Valves 3 inches through 12 inches:

Valves shall be iron body resilient-seated gate valves in accordance with the latest revision of AWWA C-509 or AWWA C-515.

The valve shall be designed to work equally well with pressure on either side of the gate.

The valve shall be equipped with o-ring packing.

(C) Valves. 14 inches through 20 inches:

Valves shall be iron body resilient-seated gate valves in accordance with the latest revision of AWWA C-509 or AWWA C-515,or shall be double-disc gate in accordance with AWWA C-500.

Valves designed in accordance with AWWA C-509 shall be designed to work equally well with pressure on either side of the gate

Valves designed in accordance with AWWA C-500 shall be equipped with bronze tracks, rollers and scrapers. The bolts, nuts,studs, etc., used with the gear case shall conform the requirements for Bonnet Bolting in AWWA C-500.

Valves shall be for operation in a horizontal position. The valve shall have bevel gears. The gears and stuffing box shall beenclosed in a watertight iron case, for operation in a buried location. The case shall be filled with grease at the factory.

By-pass valves shall be furnished and installed on each valve unless otherwise indicated on the approved plans. See Table 630-1for by-pass valve sizes.

(D) Valves 24 inches and larger:

Valves shall be double-disc gate in accordance with AWWA C-500.

Valves shall be for operation in the horizontal position and equipped with bronze tracks, rollers and scrapers. Valves shall havebevel gears. The gears and stuffing box shall be enclosed in a watertight iron case, for operation in a buried location. Bolts, nuts,studs, etc., used with the gear case shall conform to the requirements for Bonnet Bolting in AWWA C-500. The case shall befilled with grease to the factory.

By-pass valves shall be furnished and installed on each valve unless otherwise indicated on the approved plans. See Table 630-1for by-pass valve sizes.

630.4 TAPPING SLEEVES AND VALVES:

630.4.1 Tapping Valves: Tapping valves shall be identical in construction with the above specifications for gate valves. Tappingsleeves are considered an integral part of a tapping sleeve and valve assembly, with openings the same as the valve. Tappingvalves shall have ends and seat rings of sufficient size to permit the use of full size cutters of either the Mueller or Smith typetapping machines. Tapping sleeve valves shall be flanged on one end to fit the tapping sleeve and a flange hub-end or mechanicaljoint on the other.

SECTION 630

630-3

The tapping valve shall have the discs and seat ring so constructed that the inside diameter of the rings shall be at least 3/16 inchlarger than the nominal size of the valve. The seat rings shall be bronze and shall have a minimum seating surface area equal tothat of a standard gate valve, and the discs shall be proportionately larger to match.

Once the tap has been completed, the Contractor shall not operate the valve unless under direct supervision of the inspector.

TABLE 630-1

BY-PASS VALVE SIZES

Gate ValveDiameter in Inches

By-Pass ValveDiameter in Inches

16 to 20 3

24 to 30 4

36 to 42 6

48 8

630.4.2 Tapping Sleeves: Tapping sleeves shall be of extra heavy construction to provide resistance to line pressures. They shallbe built in two halves for assembly around the main to be tapped.

The branch outlet shall have a flanged face for bolting to the tapping valve.

The inside diameter of the outlet branch shall be sufficiently larger than the nominal size to provide clearance for the full sizecutters of the tapping machine.

Tapping sleeves shall be of the following types:

(A) Tapping sleeves for pipelines constructed of cast iron, ductile iron or asbestos cement:

Unless otherwise noted, the tapping sleeve assembly shall be pressure tested to 200 psi for a minimum of 30 minutes. The pressuretest shall occur prior to tapping the main.

(1) Tapping sleeves in which the water is allowed to circulate between the sleeve and the outside surface shall comply tothe following:

Gaskets of approved material shall be provided to form watertight joints along the entire length of the sleeve. The circumferentialjoints at the ends of the run of these sleeves shall be sealed by mechanical joints. Mechanical joints shall conform to therequirements set forth in AWWA C-111 as to dimensions, clearance, materials, etc. except the gaskets and glands for mechanicaljoints shall be in two pieces.

The longitudinal gaskets shall be totally confined or compressed between ridges and/or grooves extending continuously for thefull length of both halves of the sleeve casting. Bolts shall be located close to the outside of the gaskets and closely spaced so asto exert sufficient pressure to form a watertight joint and to amply take care of any design stresses.

(2) Tapping sleeves in which the water is confined to the immediate area of the tap opening may be either of the following:

(a) Cast Iron - The outlet half of each sleeve shall be fitted with a continuous gasket of approximately circular crosssection permanently cemented into a groove surrounding the outlet opening. The back half of each sleeve shall be fittedwith elastomeric pads, a metal shoe, or other device for developing adequate pressure on the gasket to prevent leakageat any pressure within the design capacity of the pipe. The sleeve shall be similar in construction to the Kennedy SquareSeal or Rich-Corey improved sleeve.

(b) Stainless Steel, Type 304 - All integral metal parts of the sleeve shall be stainless steel, type 304. All welds shallbe chemically treated and the residue removed so as to return the welded stainless steel to its original corrosion resistantstate. The sleeve shall be capable of withstanding 125 ft.-lbs. of bolting torque without deformation of any sleevecomponents. Actual bolting torque during installation shall be as specified by the manufacturer.

SECTION 630

630-4

All gaskets shall be of virgin styrene butadiene rubber (SBR), or equal, compound for water services. The complete circle gasketshall be 0.25 inch ±0.03 thick and permanently attached to the sleeve. A dielectric insulating flange insulation kit shall beinstalled between the stainless steel flange and the cast iron valve. The kit shall contain full faced gaskets, full length sleeves,and single insulating washers. Insulation gasket material shall be neoprene-faced phenolic, insulation sleeves shall be mylar orminlon and full length, insulation washers shall be phenolic, or approved equal. All insulation material shall be of a typedesignated by the manufacturer as suitable for service at the operation temperatures and pressure specified.

(B) Tapping sleeves for concrete pressure pipes shall be fabricated tapping sleeves and comply to the following.

The sleeves shall be installed in accordance with AWWA Manual M-9. They shall also meet AWWA C-301, and AWWA C-303standards pertaining to design, manufacturing, testing and welder qualifications. When tapping AWWA C-301 pipe, additionalconsiderations pertaining to installation, testing and tapping shall be noted in the special prevision and/or the plans.

The tapping sleeve assembly shall be designed to meet or exceed the pressure rating of the pipe using the same safety factors.

The tapping sleeve assembly shall be pressure tested to at least 5 percent over the actual working pressure in the pipeline. Themain shall be pressurized to full working pressure during the test of the sleeve. The test shall occur prior to tapping of the main.

The sleeve shall be a three part design, back half, front half with draw flange and a gland as shown in Detail 342. The sleeve shallbe designed to permit the cutting of the of the rods or prestressing wires of the pipe after installation of the two sleeve halves.The gland shall have a sealing gasket set in a retaining groove on the pressure plate. The sealing portion of the gasket shall besquare or rectangular in shape and have minimum dimensions of 1/2 inch x 1/2 inch. The pressure plate on the gland shall bestabilized to eliminate flexing. The gland shall be equipped with load bearing set screws to protect the pipe cylinder from anyexcess loading caused by the valve, tapping machine, etc. The annular space between the sleeve and the gland shall be groutedthrough an opening in the sleeve.

Both halves of the sleeve shall be the same thickness and width. With approval from the Engineer, stainless steel strapped backsleeves will be permitted when the outside pipe diameter is irregular and can not accommodate a full back sleeve.

The sleeves shall be furnished with grout horns/openings through which the annular space between the outside pipe surface andthe sleeve shall be grouted.

All interior and exterior ferrous surfaces shall be epoxy coated to a minimum dry film thickness of 12 mils. Epoxy coating shallbe factory applied by a electrostatic or thermosetting process in accordance with the manufactures’s instructions. The epoxymaterials used shall be 100% powder epoxy or liquid epoxy that conforms to the requirements of AWWA C-550 for use in apotable water system.

All bolts shall be 304 stainless steel.

No weld-on sleeves or nozzles will be permitted.

Tapping sleeves shall be JCM #415 Type 2 ESS or approved equal.

All external surfaces of the tapping sleeve shall be covered with a minimum of two inches of mortar. The mortar shall be Type“M” per Section 776 using Type II low alkali cement. The mortar shall be held in place by use of wire mesh.

The Contractor shall obtain the necessary dimensions for ordering the sleeve from direct field measurements. Excavation maybe required to obtain the measurements. If an excavation is required, the Engineer may require the Contractor to return the landto its original use until the materials are delivered.

The contractor shall provide, for approval of the Engineer, the manufacture, shop drawings, calculations, and any other technicaldata as required by the Engineer for the tapping sleeve. Also, the contractor shall submit the manufacture history of 6 successfulproduction of the sleeves over the last year. The submittal shall include but not limited to the number, size, location, agency andcontact person, etc.

SECTION 630

630-5

The Contractor shall also provide, for approval by the Engineer, the name of the company/contractor/subcontractor to install thesleeve and perform the tap. The submittal shall include a history of 5 successful sleeve installations and taps per year over thelast 3 years. The submittal shall include but not limited to the sizes and locations of the taps, the agencies and contact persons,the addresses and telephone numbers, etc.

630.4.3 Tapping and Associated Fees: Except for meter service connections, taps shall be made by the Agency at prevailingrates or by approved Contractors when allowed or requested by the Contracting Agency. After installation of the tapping sleeveand valve, the Contractor shall provide an excavation sufficient in size to accommodate the tapping operation.

The Contractor shall pay the established shutdown charge to the Contracting Agency every time it is necessary to shut off valvesand take a section of a water main out of services.

The above charges, as well as charges for tap connections to steel cylinder and reinforced concrete pipe, are subject to change,as established by the Contracting Agency.

630.5 BUTTERFLY VALVES:

(A) 16 inches and larger:

Valves shall be in accordance with AWWA C-504 latest revision as modified herein:

(1) Valve body shall be of cast iron or ductile iron with connecting ends one of or a combination of Flanged (Short Body),mechanical joint or ACP Hub End.

(2) Valves shall be Class 150-B unless otherwise specified.

(3) When requested the manufacturer shall furnish records of tests specified in AWWA C-504.

(4) Shaft seal may be O-ring seal, V-type packing or pull down packing.

(5) The valve disc may be either cast iron or ductile iron.

(6) Valves and operators shall be for direct burial installation.

(7) Valves to be furnished with manual operators and 2 inch square operating nut. Operator torque rating shall becalculated in accordance with AWWA C-504.

(8) Valves shall open when turning the operating nut counter-clockwise.

(9) Valves shall be installed with valve shaft in a horizontal position and the operating shaft vertical.

(10) All interior ferrous surfaces exposed to fluid flow shall be epoxy coated to a minimum dry film thickness of 6 mils.Epoxy coatings shall be factory applied by an electrostatic or thermosetting process in accordance with the manufacturer'sprinted instructions. The epoxy materials used shall be 100% powder epoxy or liquid epoxy that conforms to therequirements of AWWA C-550, and to the prevailing requirements of the Food and Drug Administration and of theEnvironmental Protection Agency.

(11) All exterior ferrous surfaces, except finished or bearing surfaces, shall be factory coated with two coats of asphalticvarnish conforming to Federal Specification TT-V-51c, or shall be epoxy coated as required above for interior surfaces.

(12) A manufacturer's affidavit of compliance shall be furnished.

(13) Shop drawings shall be furnished.

SECTION 630

630-6

(B) 3 inches through 12 inches:

This specification generally describes valves and operator assemblies designed for underground service, as manufactured byDresser Industries, B-I-F Industries Incorporated, Henry Pratt Company, Allis Chalmers Manufacturing Company, or approvedequal.

Where material or equipment is designated on the plans or in this specification by a trade or manufacturer's name, it is sodesignated primarily to establish standards of quality, finish, appearance and performance.

All specific requirements of this specification must be adhered to, and all necessary modifications shall be made in the articlespecified by the trade name, type or model or manufacturer's equipment to make it conform to all specific requirements of thisspecification.

The valves shall be in accordance with AWWA C-504, Class 150-B, except as modified herein:

(1) Valve ends may be the thin type or wafer type to be installed between flanges drilled in conformance with ASA B 16.1-125 or may be flanged both ends or the valves may have bell ends with rubber gaskets, for cast iron pipe or asbestos cementpipe conforming to the kind of pipe being used.

(2) Valves shall be designed for buried service with the valve shaft in a horizontal position and the operating shaft vertical.

(3) Valves shall be left-hand opening, counter-clockwise unless shown otherwise on the plans.

(4) Discs shall be Ni-Resist, ASTM A-436, Type 1, or cast iron, ASTM A-48, Class 40, in accordance with the followingvariations:

(a) Cast iron disc may be used providing the rubber seat ring is contained on the disc with the rubber ring closingagainst a Type 304 stainless steel ring or a bronze ring contained in the body of the valve.

(b) Ni-Resist disc may be used where rubber seat is contained in the valve body.

(c) Valves with rubber seats in the valve body may have cast iron discs with a Type 304 stainless steel or bronze edgeseating surface retained on the edge of the disc.

Shafts and disc shaft fasteners shall be constructed of Type 304, stainless steel, unless the shaft is completely sealed from the linefluid. Valve shafts completely sealed from the line fluid may be of high strength steel with all other metal parts in contact withthe line fluid to be Type 304 stainless steel.

Valves with rubber seat mounted in the body shall have the rubber either bonded or mechanically retained in its final position.Rubber seats which are on the disc edge shall be retained by a clamping ring and screws. Clamping ring and screws shall be madeof 18-8 stainless steel, Type 304, or bronze conforming to ASTM B-61 or ASTM B-584.

Manual operators shall have AWWA 2 inch square operating nuts and shall require at least 2 turns per inch diameter to rotate thedisc 90 degrees. Operators must accept a minimum of 300 ft. lbs. input torque on stops at ends of travel without damage to valveor operator. The operator torque rating shall equal, or exceed, the valves shown in Table I of AWWA C-504 for valve classspecified above.

All interior ferrous surfaces exposed to fluid flow shall be epoxy coated to a minimum dry film thickness of 6 mils.

Epoxy coatings shall be factory applied by an electrostatic or thermosetting process in accordance with the manufacturer's printedinstructions.

The epoxy materials used shall be 100% powder epoxy or liquid epoxy that conforms to the requirements AWWA C550-81, andto the prevailing requirements of the Food and Drug Administration and of the Environmental Protection Agency.

All exterior ferrous surfaces, except finished or bearing surfaces, shall be factory coated with 2 coats of asphaltic varnishconforming to Federal Specification TT-V-51c, or shall be epoxy coated as required above for interior surfaces.

SECTION 630

630-7Revised 1999

630.6 AIR RELEASE AND VACUUM VALVES:

Valve assemblies shall be furnished and installed where shown and as detailed on the drawings.

(A) Air release on water mains shall be controlled by the use of an air release valve assembly, or size and type as shown on theplans. Air release valves shall be of the flanged or screwed type as shown and shall be similar and equal to Apco, Crispin orSimplex.

(B) Vacuum and Air Relief when called for on the plans shall be controlled by a vacuum relief valve on the air release valvenoted above and the valves shall be of the same manufacture or may be a combination air and vacuum valve assembly similar andequal to Apco, Crispin or Simplex.


All valves, their supports, manholes, vaults, and valve boxes shall be installed in accordance with Section 610.

Valves 16 inches and larger, before being shipped from the factory, shall have the flanged ends completely covered with plywood.Plywood shall be left on the valve until just before installation in the line.

630.8 MEASUREMENT:

Measurement will be by the unit each of the various kinds and sizes of valves, manholes, vaults, or tapping sleeves and valves,including valve boxes and covers.

630.9 PAYMENT:

Payment will be made at the unit price bid each and shall be compensation in full for the complete installation in place includingall labor, materials, equipment, and all incidentals necessary to complete the installation. The compensation will also include thecost of necessary pavement replacement in excess of the pay widths allowed in Section 336 for pavement replacement over pipetrenches.

SECTION 631

631-1

WATER TAPS AND METER SERVICE CONNECTIONS

631.1 DESCRIPTION:

This specification covers work by Contractors installing water services in new subdivisions by Permit and in projects underContract. All the materials used shall comply with applicable standard specifications and the work performed in accordance withthese specifications and standard details. The service connections shall be complete and all material shall be furnished by theContractor except for the water meter.

All water service connections shall be constructed of Type K copper tubing or ultra high molecular weight polyethylene pipe ofnominal iron pipe outside diameter.

All new subdivision water lines shall be staked for line and grade at 100 foot intervals by the Developer's Engineer prior toconstruction. All meter locations shall be staked by setting two stakes for line and marking one of the stakes for grade.

631.2 MATERIALS:

Copper pipe, tubing and fittings shall conform with Section 754. Polyethylene pipe shall conform with Section 755.

All fittings, pipe and tubing for polyethylene and copper pipe shall be as noted on standard details.

631.3 INSTALLATIONS:

631.3.1 General: Installation of copper tubing for meter service connections shall be in accordance with Section 754.

Meter service connection with copper tubing shall be in accordance with standard details.

The water service connection shall include the tap on the main, the corporation stop, the saddle if applicable, service pipe,appurtenant fittings, the curb stop, meter box and meter box cover, in accordance with standard details. Water meter boxes shallbe installed in accordance with standard details to line and grade set by the Developer's Engineer. Upon acceptance, the Developershall be responsible for damage to water meter boxes and covers until such time as the meters are installed by the ContractingAgency.

After the installation and acceptance of the water main and meter service pipe connections the water meter will be installed bythe Contracting Agency upon proper application and payment of prevailing fees.

631.3.2 Standards: Except as otherwise specified all work shall be done in accordance with Sections 601 and 610.

631.3.3 Excavation and Backfill: The backfilling and compaction may be done as soon as the service line is installed, exceptbackfilling and compaction shall not be completed around the corporation stop at the main water line until after inspection andrecording of all tap locations. Trench bottom must be smooth and free of sharp objects. The minimum width of trench for waterservice pipe shall be 3 inches. The minimum depth of service pipe shall be 30 inches below the finished paving grade.

631.3.4 Polyethylene Pipe: Polyethylene pipe shall not be kinked, gouged or damaged during installation and backfillingoperations. The pipe shall be placed in the trench allowing at least 12 inches per 100 feet for thermal contraction and expansion.Polyethylene pipe has a high thermal expansion and should never be confined under tension. The pipe should not be stored in thesun or left in the trench under abnormal high temperature. The pipe shall be carefully snaked in the trench bottom and coveredup with uniform slack throughout its length. In trenches less than 8 inches in width, the expansion shall be obtained by makingthe tap on the opposite side of the main from the water meter and providing a loop of slack service pipe back over the top of thewater main. Before installing, inspect pipe to detect any damage that may be caused by shipping, storage or handling. Damagespots can be cut out and pipe recoupled with Ford C-66-33, C-66-44, or approved equal brass compression fitting to form acontinuous length. Damaged pipe shall not be used. Polyethylene pipe shall be cut only with a tubing cutter with rollers properlydesignated for the size of pipe being cut. When polyethylene pipe is used, the meter box setting must be placed parallel to the backof the sidewalk in accordance with standard details. Polyethylene pipe shall be installed with large sweeping bends with radiusof not less than 18 inches. Polyethylene pipe has a cold flow characteristic and must not be installed under a stressed condition.Compression fittings only may be used with the plastic being held securely between metal to metal. Stainless steel or brass insertsshall be placed in the proper position in each compression fitting with care taken to assure that the insert remains in place whenthe fitting is tightened. All meter service lines shall extend at right angles from the main to the curb lines.

SECTION 631

631-2

631.3.5 Service Taps: One inch and 3/4 inch service taps to new meter mains may be made with a saddle, tapped coupling ordirect tap in accordance with the following provisions:

The Developer may use heavy tapped couplings for meter service connections on all sizes of pipe including the 3 inch pipe in cul-de-sac streets. Bronze corporation stops must be installed in the tapped couplings prior to pressure testing or disinfection of thewater main. Normally in subdivisions no saddles are required for 6 inch pipe and larger. At the Contractor's option, saddles maybe used on all 6 inch pipe and larger. All service connections on major and collector streets shall be made with saddles or heavyduty tapped couplings regardless of the water main size or service pipe size. All taps on pipe smaller than 6 inches must be madeby either a saddle or heavy tapped coupling with bronze insert. Direct taps must be made by the use of a corporation stop withtapered AWWA machine thread. All wet taps must be made by the Mueller Type B-100 tapping machine or approved equal. Asharp tapping bit must be used in order to obtain clean sharp threads. In general, each tapping tool should be resharpened ordiscarded after making 6 taps. All copper service pipe which is attached to metallic water mains shall be insulated at thecorporation stop with a dielectric insulator. The minimum distance between taps, saddles, and tapped couplings shall be 3 feet.

631.4 TESTING:

All services, service taps and fittings shall be tested along with the water main in accordance with Subsection 610.14.

631.5 CLEANUP AND COMPLETION:

Upon completion and acceptance of all phases of the water main and meter service lines the Developer shall release the newsubdivision water system to the Contracting Agency for final operation and maintenance with all interior valves and corporationstops in open position and with all meter curb stops and valves at the connections to existing mains closed.

631.6 INSPECTION:

The Developer's Engineer shall make an as-built plan and make a record of the locations of all water service connections priorto the connections being covered up. This as-built plan shall give the stationing of each service tap. The stationing to be continuousfor each street, and shall begin at the street intersection or property line at the end of the block.

631.7 SERVICE OVER 2 INCHES:

All service taps larger than 2 inches shall be made by the Agency after an application and payment of prevailing fees, unlessotherwise required by the Agency.

631.8 SERVICE ON EXISTING MAINS:

Where all or part of a new subdivision is served by existing water mains, only authorized personnel of the Contracting Agencyshall install the service connections upon proper application and payment of prevailing fees.

PART 700

MATERIALS

Section Title

701 Rock, Gravel, and Sand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 701-1

702 Base Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-1

703 Riprap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 703-1

705 Portland Cement Treated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 705-1

709 Reclaimed Asphalt Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709-1

710 Asphalt Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-1

711 Paving Asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-1

712 Liquid Asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 712-1

713 Emulsified Asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 713-1

715 Slurry Seal Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 715-1

716 Cover Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 716-1

717 Asphalt-rubber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 717-1

718 Preservative Seal for Asphalt Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 718-1

719 Recycled Asphalt Concrete Hot Mixed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 719-1

725 Portland Cement Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1

726 Concrete Curing Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 726-1

727 Steel Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 727-1

728 Controlled Low Strength Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 728-1

729 Expansion Joint Filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-1

735 Reinforced Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-1

736 Non-reinforced Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1

737 Asbestos-cement Pipe and Fittings for Storm Drain and Sanitary Sewer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737-1

738 High Density Polyethylene Pipe & Fittings for Storm Drain & Sanitary Sewer . . . . . . . . . . . . . . . . . . . . . . . . 738-1

741 Lining for Reinforced Concrete Sanitary Sewer Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 741-1

743 Vitrified Clay Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 743-1

744 ABS Truss Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 744-1

745 PVC Sewer Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 745-1

Revised 2002

750 Iron Water Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750-1

752 Asbestos-cement Water Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 752-1

753 Galvanized Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 753-1

754 Copper Pipe, Tubing and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 754-1

755 Polyethylene Pipe for Water Distribution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 755-1

756 Fire Hydrants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 756-1

757 Sprinkler Irrigation System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 757-1

758 Concrete Pressure Pipe - Steel Cylinder Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 758-1

759 Steel Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 759-1

760 Coating Corrugated Metal Pipe and Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 760-1

761 Structural Plate Pipe, Arches, and Pipe Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 761-1

765 Rubber Gaskets for Concrete Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765-1

770 Structural and Rivet Steel, Rivets, Bolts, Pins, and Anchor Bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1

771 Galvanizing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 771-1

772 Chain Link Fence . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 772-2

775 Brick and Concrete Masonry Units (Blocks) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 775-1

776 Masonry Mortar and Grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 776-1

778 Lumber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 778-1

779 Wood Preservatives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 779-1

780 Timber Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 780-1

781 Steel Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 781-1

782 Concrete Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 782-1

785 Steel Castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 785-1

786 Bronze Castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 786-1

787 Gray Iron Castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 787-1

790 Paint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 790-1

792 Dust Palliative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 792-1

795 Landscape Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 795-1

SECTION 701

701-1

ROCK, GRAVEL, AND SAND

701.1 GENERAL:

The following specifications set forth the requirements for crushed rock, gravel, sand, and quarry stone. Samplings and sieveanalysis shall be performed in accordance with ASTM D-75 and ASTM C-136. Sand equivalents shall be determined inaccordance with AASHTO T-176. The liquid limit and plasticity index shall be determined in accordance with AASHTO T-89and T-90.

701.2 CRUSHED ROCK AND GRAVEL:

Rock and gravel shall be clean, hard, sound, durable, uniform in quality, and free of any detrimental quantity of soft, friable, thinelongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.

The loss by abrasion in the Los Angeles abrasion machine, determined as prescribed in ASTM C-131, Grading A, shall not exceed10 percent, by weight, after 100 revolutions nor 40 percent after 500 revolutions.

701.2.1 Crushed Rock: Crushed rock shall consist of the product obtained by crushing rock, stone, or gravel so that at least 50percent by weight of aggregate retained on the No. 4 sieve for 3/4 inch or larger maximum sizes, and 50 percent retained on theNo. 8 sieve for maximum sizes less than 3/4 inch shall consist of particles which have at least one rough, angular surface producedby crushing. All material that will pass a grizzly with bars spaced 15 inches apart, clear opening, shall be crushed when producingfrom the Contracting Agency's source.

The gradation of crushed rock shall comply with ASTM D-448.

701.2.2 Gravel: Material designated herein as gravel shall be composed entirely of particles that are either fully or partiallyrounded and water-worn. Crushed rock obtained by crushing rock which exceeds ASTM D-448 maximum gradation sizes maybe combined provided it is uniformly distributed throughout and blended with the gravel. The quality and gradation requirementsshall be as stated in this specification.

701.3 SAND:

Sand shall be fine granular material produced by the crushing of rock or gravel or naturally produced by disintegration of rockand shall be sufficiently free of organic material, mica, loam, clay, and other deleterious substances to be thoroughly suitable forthe purpose for which it is intended.

701.3.1 Sand for Asphalt Concrete Pavement: Sand for asphalt concrete pavement shall comply with AASHTO M-29 exceptthat grading requirements shall be deleted and have a minimum sand equivalent of not less than 50 and shall be non-plastic whentested in accordance with AASHTO T-89 and T-90.

701.3.2 Sand for Portland Cement Concrete, Mortar and Plaster: It shall be thoroughly and uniformly washed and shall beentirely free from oil and deleterious substances.

The average value of sand equivalent determined on 3 successive samples shall not be less than 70. No individual sample shallhave a sand equivalent less than 65.

The size and grading of sand to be used in cement concrete, mortar, and plaster shall be such as to conform with the requirementsspecified as follows:

Concrete: ASTM C-33

Mortar: ASTM C-144

Plaster: ASTM C-35

SECTION 701

701-2

701.3.3 Coarse Aggregate for Portland Cement Concrete: Coarse aggregate shall conform to ASTM C-33 grading size No.467, 57, 67, and 7.

701.3.4 Aggregate for Masonry Grout: The size and grading of the fine or coarse aggregate to be used in masonry grout shallconform with ASTM C-404.

701.3.5 Aggregate for Controlled Low Strength Material: Coarse aggregate shall conform to ASTM C-33 grading size No. 57.The size and gradation of fine aggregates (sand) shall conform to ASTM C-33.

701.4 QUARRY STONE:

701.4.1 General: Quarry stone shall be angular, sound, durable, hard, resistant to abrasion; free from laminations, weak cleavages,and undesirable weathering, leaching, exfoliation tendencies, and slaking; and of such character that it will not disintegrate fromthe action of air, water, or the conditions to be met in handling and placing. Stone shall be clean and free from deleteriousimpurities, including alkali, earth, clay, refuse, and adherent coatings. Suitable tests and/or service records will be used todetermine the acceptability of the stone. Tests to which the material may be subjected include petrographic analysis, X-raydiffraction, specific gravity, absorption, abrasion, rock drop, soundness, wetting and drying, and such other tests as may beconsidered necessary to demonstrate to the Engineer that the materials are acceptable for use in the work. In connection therewith,the Contractor shall notify the Engineer in writing at least 60 days prior to use of the intended sources of quarry stone.

701.4.2 Test Requirements: Quarry stone shall meet the following requirements except as may be otherwise provided on theplans and in the special provisions:

(A) Apparent specific gravity: 2.65 minimum.

(B) Breakdown:

Rock drop breakdown: 5 percent maximum

Abrasion breakdown at 1000 revolutions: 40 percent maximum

Breakdown after 10 cycles of wetting and drying: 5 percent maximum

Solubility in water, breakdown, or softening: None

701.4.3 Test Methods: Unless otherwise specified in the special provisions or indicated on the plans, test methods for quarrystone shall be as follows:

(A) Apparent specific gravity per ASTM C-127.

(B) Abrasion characteristics to be determined by either Rock Drop Test or Los Angeles Rattler, ASTM C-131, as required on theplans or the special provisions.

(1) Standard Rock Drop Test. Tests shall be made on groups of 5 accurately weighed sizes of rocks: No. 1, ranging from 75 to100 lbs.; No. 2, 100 to 125 lbs.; No. 3, 125 to 150 lbs.; No. 4, 150 to 175 lbs.; No. 5, 175 to 225 lbs.

Each rock of the 5 sizes shall be dropped 3 times on the group of the other 4, in an enclosure, from successive heights of 10, 15,and 18 feet. The enclosure shall have a flexible medium weight galvanized iron floor or equivalent, set on a solid foundation.Order of dropping shall be Nos. 3, 2, 4, 1, 5. All rock passing a 3 inch square mesh screen after test shall be weighed and recordedas a percentage of the total initial weight of the 5 rocks.

(2) Los Angeles abrasion machine, per ASTM C-131, Grading B.

SECTION 701

701-3

(C) Wetting and drying. The stone shall be crushed, screened, and 1000 or 1500 grams of the 3/4 inch to 3/8 inch fraction takenfor the test.

The crushed and graded stone shall be submerged in water for 18 hours at room temperature, after which the sample shall bedrained and oven-dried at 140°F. When dry, the sample shall be cooled to room temperature. This would complete one cycle.

The percent loss shall be determined by screening the tested sample on a No. 4 sieve and shall be computed as follows:

(D) Accelerated water breakdown and solubility test. Air-dry samples of representative stone weighing approximately 1 lb. eachshall be immersed for 8 hours at 140°F., in distilled water, local tap water, or 3.5 percent sodium chloride solution.

SECTION 702

702-1

BASE MATERIALS

702.1 GENERAL:

Materials for use as aggregate base shall be classified in the order of preference as follows:

(A) Crushed Aggregate.

(B) Processed Natural Material.

(C) Processed Steel Slag.

(D) Decomposed Granite.

When base material without further qualification is specified, the Contractor shall supply crushed aggregate. When a particularclassification of base material is specified, the Contractor may substitute any higher classification of base material for the specifiedclassification.

Except where materials are being obtained from a previously approved source, the Contractor shall give the Engineer 10 daysadvance notice, in writing, of the source of the base material he intends to use in order to allow sufficient time to perform thenecessary tests.

702.2 CRUSHED AGGREGATE:

Crushed aggregate shall consist of crushed rock or crushed gravel or a combination thereof as defined in Section 701.

702.2.1 Soundness: The percentage of wear of crushed aggregate to be used as base will be determined as in Section 701, exceptthat Grading B of ASTM C-131 shall be used. The percentage of wear of the material shall not exceed 40 after 500 revolutions.

702.2.2. Grading: The aggregate shall be well graded when tested in accordance with ASTM C-136 and C-117. The percentagecomposition by weight shall be within Table 702-1.

TABLE 702-1

CRUSHED AGGREGATE GRADATION

Sieve Sizes(Square Openings)

Percentage by Weight Passing Sieve

Select Material AggregateBaseType A Type B

3 inches 100

1 1/2 inch 100

1 1/4 inch 100

No. 4 30-75 30-70 38-65

No. 8 20-60 20-60 25-60

No. 30 10-40 10-40 10-40

No. 200 0-12 0-12 3-12

702.2.3 Plasticity Index: Unless otherwise noted, the Plasticity Index as tested in accordance with AASHTO T-146 Method A(Wet Preparation), T-89 and T-90 shall not be more than 5.

SECTION 702

702-2

702.3 PROCESSED NATURAL MATERIAL:

702.3.1 General: Processed natural material shall consist of hard, durable fragments of stone or gravel and a filler of sand orother finely divided mineral matter. It shall be free from an excess of soft or disintegrated pieces, alkali, adobe, vegetable matter,loam, or other deleterious substances.

702.3.2 Physical Requirements: When sampled and tested in accordance with standard test methods, the aggregate shall meetthe following requirements:

(A) Percentage of Wear: When tested in accordance with ASTM C-131, the percentage of wear shall not exceed 40 percent after500 revolutions.

(B) Plasticity Index: When tested in accordance with AASHTO T-146 Method A (Wet Preparation), T-89 and T-90, the plasticityindex shall not be more than 5.

(C) Liquid Limit: When tested in accordance with AASHTO T-89, the liquid limit shall not be more than 25 percent.

702.3.3 Crushed Material: Crushed material is not required, but may be incorporated in the finished product.

702.3.4 Grading: The aggregate shall conform to the sieve analysis in this specification except that the least dimension of themaximum particle size shall not exceed 2/3 of the compacted thickness of the specified lift being placed.

702.4 DECOMPOSED GRANITE:

Decomposed granite shall be any granitoid igneous rock which has been weathered in place and which has as principal constituentsgranular fragments of quartz and feldspar. It may also contain fragments of granitic rock not yet broken down into the componentminerals. This material shall remain stable when saturated with water. Particles larger than 3 inches, which will not be broken inthe process of rolling and tamping during construction, shall not be used.

Decomposed granite shall conform to the following requirements:

(A) When tested in accordance with this specification, not more than 20 percent shall pass the No. 200 mesh sieve.

(B) The P.I. of material passing the No. 200 sieve prior to testing shall not be less than 3 nor greater than 10. The Plasticity Indexshall be tested in accordance with AASHTO T-146 Method A (Wet Preparation), T-89 and T-90.

702.4.1 Preparation of Test Specimens: A quantity of sufficient size to have a dry weight of 15 pounds shall be selected anddried to constant weight at a temperature between 215°F. and 230°F. Fifteen pounds of this material shall then be subjected to500 revolutions in a Los Angeles abrasion machine, as described in Section 701, except that nothing shall be placed in the drumother than the material to be tested.

The material that has been subjected to the breakdown shall be tested in accordance with ASTM C-117 to determine thepercentage of material finer than a No. 200 mesh sieve by washing.

SECTION 703

703-1

RIPRAP

703.1 STONE:

Stone for plain and grouted riprap shall be sound and durable, free from seams and coatings, and of such characteristics that itwill not disintegrate when subjected to the action of water. Loss by abrasion shall not exceed the limits specified in Section 701.

Stone shall be of shapes which will form a stable protection structure of the required depth. Rounded boulders or cobbles shallnot be used on slopes steeper than 2 to 1 unless grouted. Angular shapes may be used on any slope. Flat or needle shapes will notbe acceptable unless the thickness of the piece is more than a the length.

Waste concrete may be used, if the pieces are sound free from coatings, and meet the size requirements specified for a stone.

703.2 SIZE OF STONE:

Riprap stone shall be as large as can be conveniently placed in a layer of the required depth. The stones, excepting small stonesand spalls used to chink interstices shall weigh not less than 10 pounds and at least 50 percent of the stone shall weigh not lessthan 100 pounds.

703.3 CONCRETE:

The portland cement, aggregates and mixing shall be as specified in Section 725 and as herein specified. The aggregate may bepitrun material, at least 80 percent of which shall pass a 1 1/2 inch square mesh screen. Separating aggregates by primary sizeswill not be required. Los Angeles rattler tests and soundness tests will not be required.

The mixed concrete shall contain 376 pounds of portland cement per cubic yard.

The amount of water shall be such as to produce a mixture with a slump of 3 to 5 inches, when tested in accordance with ASTMC-143.

703.4 SACKS:

Sacks shall be made of burlap not lighter than 10 ounce and shall be approximately 191/2 inches by 36 inches measured insidethe seams when the sack is laid flat. Sound reclaimed sacks may be used. The capacity of each sack shall be 1.25 cubic feet. Eachsack shall contain 1 cubic foot of concrete loosely placed so as to leave room for folding the open end, the fold just enough toretain the concrete at the time the filled sacks are placed. Immediately after filling, the sacks shall be placed and lightly trampledto cause them to conform with the ground surface and with adjacent sacks in place.

SECTION 705

705-1

PORTLAND CEMENT TREATED BASE

705.1 GENERAL:

The cement treated base shall consist of furnishing all materials in accordance with these specifications. The estimated cementrequirement is 3 1/2 percent by weight of the dry aggregate. The cement shall be Type II, low alkali.

705.2 AGGREGATE FOR CEMENT TREATED BASE:

The aggregate for cement treated base shall conform to the requirements of Section 701 except the plasticity of the materialpassing the No. 40 sieve shall not exceed 5 and the grading shall be per Table 705-1.

TABLE 705-1

CEMENT TREATED BASE GRADATION

Sieve SizePercentage By Weight

Passing Screen

1 1/2 inches 100

No. 4 40-70

No. 40 30 Max.

No. 200 0-15

705.3 PORTLAND CEMENT AND WATER:

Portland cement and water shall conform to the requirements of Section 725.

705.4 COMPRESSIVE STRENGTH OF CEMENT TREATED BASE:

The minimum compressive strength at 7 days shall not be less than 500 psi when tested in accordance with ASTM D-1633.

705.5 BITUMINOUS MATERIAL FOR CURING SEAL:

Bituminous material for curing seal shall conform to the requirements of Sections 712 or 713 for the type specified.

SECTION 709

709-1

RECLAIMED ASPHALT PAVEMENT

709.1 DESCRIPTION:

Reclaimed Asphalt Pavement (RAP) is pavement containing RAP asphalt and RAP aggregates, which has been processed to 11/2inches maximum size and is free of detrimental quantities of organic, non-granular soils and deleterious materials. The stored RAPshall be uniform in appearance and well graded from fine to coarse.

709.2 STORAGE:

RAP shall be stored in such a manner to permit ready inspection and shall be protected from contamination. Any portion of thestockpile that has been consolidated so that the uniformity is affected, will require reprocessing prior to use.

709.3 TEST REQUIREMENTS:

Prior to the use of RAP in a recycled asphalt concrete mix, the reclaimed asphalt concrete supplier shall furnish the Engineer withthe following test reports from the stockpiles that are to be used for recycling.

(A) Sand equivalent test of the unextracted RAP: Minimum of 80 when tested in accordance with ASTM D-2419 or AASHTOT-176.

(B) RAP asphalt content ASTM D-2172 and D-1856.

(C) Gradation test of the sample aggregate, after removal of the RAC per Section 710.4.2, using sieve sizes per Section 710.4.1,for the appropriate mix.


710-1 Revised 2004

ASPHALT CONCRETE

710.1 GENERAL:

Asphalt concrete shall be a mixture of asphalt cement and mineral aggregates. Mineral admixture, mineral filler and anti-strippingagent shall be included in the mixture when required by the mix design or by the Engineer. All materials shall be proportionedby weight, volume or a combination in a central mix plant in the proportions required by the mix design to provide a homogeneousand workable mass.

The asphalt concrete mixes shall be of the types shown in Table 710-1.

TABLE 710-1

ASPHALT CONCRETE MIXES

Designation(mm)

ApplicationDesign Target Lift Thickness

For Mixes Above TheRestricted Zone, mm (in.)

Design Target Lift ThicknessFor Mixes Below The

Restricted Zone, mm (in.)

9.5 Surface Course 25.0 (1.0 inches) 37.5 (1.5 inches)

12.5 Surface Course 37.5 (1.5 inches) 50.0 (2.0 inches)

19.0 Base or Surface Course 62.5 (2.5 inches) 75.0* (3.0 inches)

25.0 Base Course 75.0 (3.0 inches) 100.0 (4.0 inches)

*19mm mixes designed below the restricted zone are not for use as a surface course.

The designation is the nominal maximum aggregate size of the mix. The nominal maximum aggregate size is defined as the nextlargest sieve size above the first standard sieve to retain more than 10 percent of the mineral aggregate. The standard sieve sizesare 9.5 mm, 12.5 mm, 19 mm and 25 mm.

Each mix shall be designed for low, or high traffic conditions. Low traffic conditions are conditions where the asphalt mix willbe subject to low volume and low weight vehicle usage. Examples of this condition are residential streets, most parking lots andresidential minor collector streets. High traffic conditions are conditions where the asphalt mix will be subject to high volumeand/or heavy weight vehicle usage as found on major collector, arterial and commercial streets. Street classifications (i.e. minorcollector and major collector shall be determined by the specifying agency.

710.2 MATERIAL:

710.2.1 Asphalt Cement: The asphalt cement specified in this section has been developed for use in desert climate conditions.Should it be utilized in other climates, consideration should be given to adjustments in the asphalt selection. The asphalt cementshall be a performance grade asphalt conforming to the requirements of Section 711 for PG 70-10, unless otherwise specified inthe plans or special provisions.

710.2.2 Aggregate: Coarse and fine aggregates shall conform to the applicable requirements of Section 701, except as modifiedherein.

Coarse aggregate is material retained above the 2.36 mm sieve and fine aggregate is material passing the 2.36 mm sieve.

Blend sand (naturally occurring or crushed fines) shall be clean, hard and sound material which will readily accept asphalt coating.The blend sand grading shall be such that, when it is mixed with the other mineral aggregates, the combined product shall meetthe grading requirements of the designated mix, as specified in tables 710-2, 710-3 and 710-4.

The natural sand shall not exceed 15 percent by weight of the total aggregate for all mixes.


710-2Revised 2004

710.2.2.1 Aggregate Structure: For mix design only, the combined aggregates, including the mineral admixture, mineral fillerand anti-strip agent, shall meet the gradation requirement in Table 710-2.

TABLE 710-2

GRADATION REQUIREMENTS - PERCENT BY WEIGHT PASSING

SieveSize (mm)

Designation (mm)

9.5 12.5 19 25 37.5

50.0 - - - - - - - - 100

37.5 - - - - - - 100 90 - 100

25.0 - - - - 100 90 - 100 < 90

19.0 - - 100 90 - 100 < 90 - -

12.5 100 90 - 100 68-88 - - - -

9.5 90 - 100 < 90 56-80 - - - -

4.75 < 90 - - - - - - - -

2.36 32 - 67 28 - 58 23 - 49 19 - 45 15 - 41

0.075 2.0 - 10.0 2.0 - 10.0 2.0 - 8.0 1.0 - 7.0 0 - 6.0

The limits of a restricted zone shall be defined as the sieve gradations in Table 710-3.

TABLE 710-3

RESTRICTED ZONE BOUNDARYPercent Passing (Minimum - Maximum)

SieveSize (mm)

Designation (mm)

9.5 12.5 19 25 37.5

4.75 - - - - - - 39.5 - 39.5 34.7 - 34.7

2.36 47.2 - 47.2 39.1 - 39.1 34.6 - 34.6 26.8 - 30.8 23.3 - 27.3

1.18 31.6 - 37.6 25.6 - 31.6 22.3 - 28.3 18.1 - 24.1 15.5 - 21.5

0.60 23.5 - 27.5 19.1 - 23.1 16.7 - 20.7 13.6 - 17.6 11.7 - 15.7

0.30 18.7 - 18.7 15.5 - 15.5 13.7 - 13.7 11.4 - 11.4 10.0 - 10.0

When plotted on a Federal Highway Administration 0.45 Power Gradation Chart, the aggregate grading shall miss the restrictedzone as shown in Table 710-3. Any gradation that passes through the restricted zone will be considered unacceptable. When theasphalt pavement will be subject to high traffic conditions, the gradation curve shall fall below the restricted zone.

When the asphalt pavement will be subject to high traffic conditions, the gradation curve may fall on either side of the restrictedzone.

710.2.2.2 Aggregate Characteristics: The coarse and fine aggregates shall comply with the requirements of Table 710-4.

710.2.3 Mineral Filler, Mineral Admixture and Anti-Stripping Agent: Mineral filler shall conform to the requirements ofAASHTO M-17. The amount of mineral filler shall be determined by the mix design.


710-3 Revised 2004

Mineral admixture or anti-stripping agent shall be dry hydrated lime, conforming to the requirements of ASTM C-207 Type N,or Portland cement conforming to Section 725. The amount of hydrated lime or Portland cement used shall be determined by themix design.

When liquid anti-stripping agents are used, the agent shall conform to the requirements of AASHTO designation R 15-89. Theagent shall be added in accordance with the manufacturer’s recommended dosage rate.

Other mineral filler, mineral admixture, or anti-stripping agents, shall be approved by the Engineer prior to start of the mix design

TABLE 710-4

COARSE/FINE AGGREGATE REQUIREMENTS

Characteristics Low Volume Traffic High Volume Traffic

Fractured Faces %(Coarse aggregate only)(AZ test method 212D)

75.0, 1 or more85.0, 1 or more80.0, 2 or more

Uncompacted Voids % Min.(AASHTO T 304, Method A)

42.0 45.0

Flat & Elongated Pieces % Max. 10.0 10.0

Sand Equivalent % Min.(AASHTO T 176)

40.0 50.0

Plasticity Index(AASHTO T 90)

Non-plastic Non-plastic

710.3 MIX DESIGN REQUIREMENTS:

710.3.1 General: Unless authorized by the Engineer, no work shall be started on the project until the Contractor or his supplierhas submitted an asphalt mix design acceptable to the Engineer. The mix design shall be prepared by a laboratory that isaccredited through the AASHTO Accreditation Program in Hot Mix Asphalt Aggregates and Hot Mix Asphalt or The NationalBureau of Standards in the National Voluntary Laboratory Accreditation Program (NVLAP) for Construction Services (Asphalt).The laboratory shall be under the direct supervision of a Civil Engineer, registered by the State of Arizona, with a minimum offive years experience in the development of asphalt concrete mix designs. A copy of the certification shall be required with eachmix design submittal. The date of the design shall not be older than one year from the date of submittal, unless supportivedocumentation is provided and approved by the Engineer.

The mix design report shall include the following elements.

(1) A description of all products that are incorporated in the asphalt concrete along with a statement disclosing the sourcesof all products, including mineral admixtures, asphalt modifiers, anti-stripping agents and their method of introduction.

(2) The mix plant location, a copy of the certification of Hot Mix Asphalt Production Facilities by Arizona Rock ProductsAssociation and a copy of all certifications for weighing and metering devices within the plant.

(3) The results of testing performed on all aggregates to assure compliance with Section 701 and 710.

(4) The results of all laboratory tests associated with the mix design development, a plot of the gradation on the FederalHighway Administration’s 0.45 Power Gradation Chart, plots of all compaction curves and the results of the moisturedamage testing (Section 710.3.6).

(5) A specific recommendation for design asphalt content and any limiting conditions that may be associated with the useof the design, such as minimum percentages of crushed or washed fine aggregate.


710-4Revised 2004

(6) Mixing and compaction temperatures.

(7) The supplier’s product code, the laboratory Engineer’s seal (signed and dated), and the date the design was performed.

The mix design shall be submitted to the Agency by the Contractor for which it was developed. This submittal shall include acertification, signed by the Officer of the Contractor or his supplier stating that the materials submitted for the mix design arerepresentative of those that will be utilized for the production of the asphalt concrete represented by the mix design. Once themix design has been approved by the agency and the mixing plant selected, the Contractor and/or his supplier shall not changeplants nor utilize additional mixing plants without prior approval of the Engineer. Any changes in the plant operation, theproducers pit, the asphalt cement, including modifiers, or any other item that will cause an adjustment in the mix, shall bejustification for a new mix design to be submitted.

710.3.2 Mix Design Criteria: The mix design shall be performed by one of two methods, Marshall Mix Design or Superpave™Mix Design. The method shall be specified on the plans, special provisions, or by the Engineer. A minimum of 4 points will beused to establish the mix design results.

710.3.2.1 Marshall Mix Design : The Marshall Mix Design shall be performed in accordance with the requirements of TheAsphalt Institute’s Manual, MS-2 ”Mix Design Methods for Asphalt Concrete?. The mix shall utilize the compactive effortdescribed in AASHTO T-245, ”Standard Method of Test for the Resistance to Plastic Flow of Bituminous Mixtures UsingMarshall Apparatus.? The mix shall comply with the criteria in Table 710-5.

TABLE 710-5

MARSHALL MIX DESIGN CRITERIA

Characteristics Low Traffic High Traffic

Compactive Effort(Each Side of Specimen)

50 blows 75 blows

Marshall Stability, N 3,500 Minimum 8,000 Minimum

Marshall Flow, 0.25 mm 8 - 16 8 - 16

Effective Air Voids, % 4.0±0.2 4.0±0.2

Voids in Mineral Aggregate, % Table 710-8 Table 710-8

Voids Filled with Asphalt, % 70-80 65-75

Calculated Film Thickness 10-14 Microns 8-14 Microns

The calculated film thickness in Table 710-5 and 710-6 should be determined using the following formula:

Tf =(4876.8) (Pbe)

(SA) (Ps) (Gb)

Where,

Tf = Asphalt Film thickness, Microns

Pbe = Effective Asphalt Content, percent by total weight ofmixture

SA = Surface Area of Aggregate (square feet per pound)

Ps = Aggregate Content, Percent by Total weight of Mixture

Gb = Specific Gravity of Asphalt Cement

Surface Area (SA) calculations should follow procedures outlined in Chapter 6 of the Asphalt Institute Manual Series No. 2(MS-2), Sixth Edition.


710-5 Revised 2004

710.3.2.2 Superpave™ Mix Design: The Superpave™ Mix Design shall be performed in accordance with the requirements ofThe Asphalt Institute’s “Superpave™ Volumetric Mix Design Manual, SP-2.” The design shall utilize the Superpave™, gyratorycompactor described in AASHTO TP-4, “Preparation of Compacted Specimens of Modified and Unmodified Hot Mix Asphaltby Means of the SHRP Gyratory Compactor” and AASHTO PP-2, “Short and Long-term Aging Bituminous Mixes.” The mixshall comply with the criteria in Table 710-6.

TABLE 710-6

SUPERPAVE™ MIX DESIGN CRITERIA

Low Traffic High Traffic Criteria

GyrationsNiniNdesNmax

775

115

8100160

< 89*96±0.2*< 98*

% Voids 4.0 ±0.2 4.0 ±0.2 - -

% Voids in Mineral Aggregate Table 710-8 Table 710-8 - -

% Voids Filled 70-80 65-75 - -

Calculated Film Thickness 10-14 Microns 8-14 Microns

* These criteria are expressed as a percentage of the maximum theoretical specific gravity.

710.3.3 Asphalt Cement Content: The design asphalt cement content shall be expressed as a percentage of the total mix weightand shall be stated in the mix design to the nearest 0.1 percent. Table 710-7 is the allowable range of design asphalt cementcontents for each mix designation. If the mix design places the design asphalt content outside of these ranges, the Contractor orhis supplier will review the test data with the Engineer to determine if the design is acceptable. The Engineer shall approve thevariance prior to the completion of the mix design.

TABLE 710-7

ASPHALT CONTENT (%)

Mix/Designation (mm)

For Gradations Abovethe Restricted Zone

For Gradations Belowthe Restricted Zone

9.5 and 12.5 5.5 to 6.5 5.0 to 6.0

19.0 5.0 to 6.0 4.5 to 5.5

25.0 and 37.5 4.0 to 5.0 3.5 to 5.0

710.3.4 Voids in Mineral Aggregate: The voids in the mineral aggregate shall comply with the criteria in Table 710-8, withrespect to the nominal maximum aggregate size.

TABLE 710-8

VOIDS IN MINERAL AGGREGATE

Nominal Maximum Size/Designation (mm)

Maximum Size(mm)

Minimum VMA(percent)

9.5 12.5 15.0

12.5 19.0 14.0

19.0 25.0 13.0

25.0 37.5 12.0

37.5 50.0 11.0


710-6Revised 2004

710.3.5 Dust Proportion: The dust proportion is defined as the ratio of the percent finer than the 0.075 mm sieve, includingmineral filler, mineral admixture, and anti-stripping agent, to the effective binder content (P0.075/Pbe). The dust proportion shallbe between 0.60 and 1.2 for aggregate gradations that fall below the restricted zone and between 0.80 and 1.4 for aggregategradations that are above the restricted zone.

710.3.6 Moisture Sensitivity: The resistance to moisture damage shall be evaluated in accordance with AASHTO T-283,“Standard Method of Test for Resistance of Compacted Bituminous Mixture to Moisture Induced Damage,” without the optionalfreeze-thaw cycle. The asphalt concrete, at the design binder content, shall have a minimum average dry tensile strength of 500kPa and a minimum tensile strength ratio of 0.70 when the aggregate gradation is below the restricted zone and a minimum averagedry tensile of 750 kPa and a minimum tensile strength ratio of 0.60 when the aggregate gradation is above the restricted zone.

710.4 PRODUCTION TOLERANCES AND ACCEPTANCE:

Asphalt concrete from the mixing facility shall be accepted on the basis of acceptance tests of aggregate gradation, asphalt cementcontent, coarse/fine aggregates and volumetrics. Samples for acceptance tests will be taken by the Engineer or his representativeat a minimum frequency of one sample for every 1,000 tons. The samples will be taken by the Engineer from behind the lay-downmachine with a steel plate in accordance with Arizona Department of Transportation test method ARIZ 104b. The laboratoryperforming acceptance testing shall be accredited by the AASHTO Material Reference Laboratory (AMRL) in each of the testsused for acceptance. The acceptance samples shall be tested for unit weight and voids in accordance with ASTM D2041 andAASHTO T 166 or T 275 as applicable. The acceptance samples shall be tested for asphalt cement content, gradation, anduncompacted voids in accordance with ASTM D6307, C117, C136 and AASHTO TP304 Method A. Changes to the samplingand testing methods shall not be made without authorization from the Engineer.

Asphalt concrete not meeting the acceptance standards will be subject to removal, penalties, or other corrective action as describedin sections 710.4.1, 710.4.2, 710.4.3 and 710.4.4 below. At the Engineer’s discretion, requests may be considered to allowmaterial whose test results indicate “removal” or “rejection” to remain in place. If such a request is made and the Engineer agreesto consider it, the contractor shall retain an independent asphalt technologist that is a registered Engineer in the State of Arizona,to perform an Engineering Analysis. The qualifications of the asphalt technologist are subject to the approval of the Engineer.

The Engineering Analysis shall discuss requirements and life expectancy of the pavement. Recommendations for corrective actionnecessary to bring the pavement to an acceptable condition must be provided in the Engineering Analysis. For the purposes ofthis analysis, “acceptable condition” will be defined by:

• Pavement condition rating typical of new pavements• Structurally adequate for the pavement’s design life (as defined by the specifying agency’s pavement design methods).

For the purposes of this specification, the pavement design life is the “analysis period” and is typically 20 years.• Expected time frame before the first routine maintenance activity will be 7 years or more.

If the construction contract is directly with a party other than a public agency, as in the case of permits, and the test results are inthe ranges that would normally indicate any penalty, removal or rejection, the contractor shall retain an independent asphalttechnologist to recommend corrective action as described above.

If the contractor has reason to question the validity of any of the acceptance test results, he may request that the Engineer considerverification tests for final acceptance. Any request for verification testing must describe the Contractor’s reasons for questioningthe validity of the original acceptance results and must clearly describe which set of acceptance tests are in question. The Engineermay either accept or reject the request for verification testing.

If the Engineer accepts the request for verification testing, he will engage an independent laboratory who is accredited by AMRLor equivalent in all of the acceptance tests. The independent laboratory shall be paid by the Engineer and shall perform acompletely new set of acceptance tests (as required by 710.4 representing the area or set of tests in question.

These tests shall include asphalt cement content, aggregate gradation, Marshall or Gyratory unit weight, and maximum theoreticalunit weight. Samples for verification testing shall come from sample splits from the acceptance tests held by the acceptancelaboratory, or from additional samples cored from the roadway. The Engineer will determine which samples will be used forverification testing.


710-7 Revised 2004

The number of samples taken will be in accordance with the Engineer’s acceptance test frequency. The independent laboratoryshall compile the test results and transmit them to both the Engineer and the Contractor. The independent laboratory shall includea letter signed by an Engineer registered in the State of Arizona, who is a specialist in asphalt concrete. The signed letter shallgive an opinion that the material evaluated either does or does not comply with project specifications, and shall clearly describeany deficiencies.

If the difference in test results of the independent laboratory versus the original acceptance laboratory falls outside the multi-laboratory precision statements, for the test methods being used, the contracting Agency will bear the cost of the verificationtesting. If the difference in test results fall within the multi-laboratory precision statement, the cost for verification testing willbe deducted from payments that were to be made to the Contractor. For test methods that do not have multi-laboratory precisionstatements, the cost for verification testing will be deducted from payments that were to be made to the contractor.

The Contractor shall remove any of the new pavement exhibiting bleeding, shoving or rutting and replace the asphalt concrete withnew material meeting the specification requirements for the mix type involved. The width of the removal shall be wider than theroller width required for the replacement. The replacement shall be done any time within the one year warranty period for theproject, and shall be done as may times as is necessary to correct the deficiency. Such replacement work shall be done at noadditional cost to the contracting agency. The pavement will be considered to have rutted or shoved if measurements with an 8-foot straightedge indicate a depression in the pavement of 1/4 inch or more.

710.4.1 Aggregate Gradation: The Engineer at his discretion may accept the aggregate gradation on the basis of cold feed, hotbins, or by testing the aggregate after extraction by solvent or incineration methods. The testing shall be in accordance withAASHTO Designation T-11, “Standard Method of Test for Materials Finer Than 0.075 mm Sieve in Mineral Aggregates byWashing” and AASHTO Designation T-27, “Sieve Analysis of Fine and Coarse Aggregates” or in accordance with AASHTOT-30, “Standard Method of Test for Mechanical Analysis of Extracted Aggregate,” when solvent extraction or incinerationmethods are utilized to determine asphalt content.

The target values for all sieve sizes will be established by the mix design. The production tolerance for the gradation shall betested against the following sieves: 0.075, 0.15, 0.6, 2.36, 4.75, 9.5, 12.5, 19, 25, 37.5 mm sieves. The aggregate gradation willbe considered acceptable when the variations from the mix design percentages do not exceed the tolerances in Table 710-9 fora single event test. The full tolerance will be applied to the mix design percentages for acceptance. The restricted zone isconsidered a design requirement only.

TABLE 710-9

ALLOWABLE AGGREGATE VARIATION

Maximum Aggregate Size 100% passing

Nominal Maximum Aggregate Size ±7%

2.36 mm Sieve to the Nominal Maximum Aggregate Size ±6%

0.150 mm and 0.600 mm Sieves ±4%

0.075 mm Sieve ±2.0%

710.4.2 Asphalt Cement Content: The asphalt content may be determined in accordance with AASHTO Designation T-164,“Quantitative Extraction from Bituminous Paving Mixtures,” AASHTO Designation T-287, “Asphalt Cement Content of AsphaltConcrete Mixtures by the Nuclear Method” or ASTM D6307 “Asphalt Content of Hot-Mix Asphalt by Ignition Method.” Theasphalt content determined by solvent extraction methods may be corrected for a retention value determined in accordance withARIZ 407d, “Determination of Asphalt Retained in Bituminous Mixtures.”

The Asphalt cement content shall be considered acceptable if it is within ±0.40% of the mix design target value. The Engineerwill investigate variations beyond these limits with two additional core samples taken for each deficient acceptance test. Asphaltcement contents will be measured on the two core samples, and the average of all three tests shall be used to determine the asphaltcement content at that location.

When the asphalt cement content is outside of the ±0.40% tolerance by an amount from 0.0 to 0.2 percent points (by weight ofthe total mix), payment to the Contractor for asphalt concrete pavement will be reduced per Table 710.10. If the deviation is more


710-8Revised 2004

than 0.2 percentage points, the materials represented by that test location will be removed and replaced at no additional cost tothe contracting agency.

TABLE 710-10

ASPHALT CEMENT CONTENT CORRECTIVE ACTION FOR DEVIATIONS

Deviation from that permitted

When the contracting agency is theowner:

Payment Reduction($ per ton of asphalt concrete)

When the contracting agency is not theowner (i.e. permits):

Corrective Action

0.0 to 0.1% points $0.50/ton No corrective action

Over 0.1 to 0.2% points $2.00/ton Remove & Replace*

Over 0.2% points Remove & Replace* Remove & Replace*

* The limits of the corrective action shall be over the affected area, but not less than the paver width (or 12 feet, whichever ismore) and for a distance of 660 feet or the entire length of the affected roadway, whichever is less.

The following exception to Table 710-10 may be applied at the discretion of the Engineer. When the asphalt cement content ishigher than that established in Subsection 710.4.2 but not beyond 0.2 percentage points, the payment reduction may be waivedif the in-place air voids and the laboratory air voids (determined by gyratory or Marshall as applicable) fall within the followingranges. For “heavy” traffic mixtures, the laboratory void range shall be 2.8-6.2% and the in-place void range shall be 4.0-8.0%.For “low” traffic mixtures, the laboratory void range shall be 2.8-6.2% and the in-place void range shall be 3.0-7.0%.

710.4.3 Coarse/Fine Aggregates: The coarse/fine aggregate requirements shall be considered acceptable if the test values onproduction material falls within the mix design requirements established in Table 710-4, except for the uncompacted voids.

The uncompacted voids may be determined from collected samples in accordance with AASHTO TP-304, Method A, “(TestMethod for Uncompacted Void Content of Fine Aggregate as influenced by Particle Shape, Surface Texture & Grading, MethodA).” This result shall be calculated using the fine aggregate bulk oven dry specific gravity reported in the mixture design report.This same procedure may be performed on aggregate resulting from solvent extraction or incineration methods. The fineaggregate angularity shall be considered acceptable if the test value on production material is not less than the uncompacted voidsspecified on the mix design minus 1.5%.

710.4.4 Volumetrics: Procedures in the Asphalt Institute’s manual, MS-2 “Mix Design Methods for Asphalt Concrete” or theAsphalt Institute’s “Superpave TM Volumetric Mix Design Manual, SP-2" shall be used to determine the volumetrics. Thevolumetric values shall be considered acceptable if the test values on production material falls within the mix design criteriaestablished in section 710.3.2 except for air voids.

The acceptance decision for air voids shall be based on Table 710-11.


710-9 Revised 2004

TABLE 710-11

LABORATORY VOIDS ACCEPTANCE AND PENALTIES

Laboratory Air Voids (Measured atNdes 50 or 75 blows as applicable)

When the contracting agency is the owner:Reduction in Payment

($ per ton of Asphalt Concrete)

When the contracting agency is notthe owner (i.e. permits):

Corrective Action

Less than 1.5% Removal Removal

1.5-2.0% $1.25 Removal

2.1-2.7% $0.50 No corrective action

2.8-6.2% Full Payment No corrective action

6.3-6.9% $0.50 No corrective action

7.0-8.0% $1.25 Removal

Greater than 8.0% Removal Removal

For the purposes of assessing the penalties in Table 710-10, each day’s production will be considered one lot. The penalties willbe applied to the payment for asphalt concrete pavement for the entire lot and will be based on the average values of theacceptance tests made for that lot.

710.5 PRODUCTION REQUIREMENTS:

710.5.1 Quality Control: Quality control shall be the responsibility of the Contractor or his supplier. The Engineer reserves theright to obtain samples of any portion of any material at any point of the operations for his own use. Also, the Engineer reservesthe right to order the use of any drying, proportioning and mixing equipment or the handling of any material discontinued which,in his/her opinion, fails to produce a satisfactory mixture.

The asphalt concrete mix produced shall conform to the properties of the mix design. When the asphalt concrete mix does notconform to the approved mix design properties, the production shall cease immediately.

In addition to other quality control responsibilities, the Contractor/Supplier/Producer shall provide testing at the frequencies listedin Table 710-12 during production of asphalt concrete. A laboratory, accredited in each of the listed tests by the AASHTOMaterials Reference Laboratory (AMRL), shall perform the testing. The laboratory facilities where the tests are performed shallbe located at the plant producing the asphalt concrete for the project.

TABLE 710-12

CONTRACTOR QUALITY CONTROL TESTING REQUIREMENTS

Test Sample Point Frequency

Ignition Binder CalibrationASTM D6307-98

Stockpiles & storage tanks 1 per mix design per project

Ignition Binder Content &Gradation (ASTM D6307, C117 & C116)

Plant, truck, on-grade, etc. 1 per 1000 tons

Gyratory or Marshall Density,(ASTM D4013 or AASHTO T166)

Plant, truck, on-grade, etc. 1 per 1000 tons

Maximum Theoretical Density(ASTM D2041)

Plant, truck, on-grade, etc. 1 per day

TemperatureStorage silo or hot

elevatorContinuous Reading

Aggregate Gradation (ASTMC117 & C136)

Cold Feed 1 per 750 Tons


710-10Revised 2004

Results of each test shall be provided to the Engineer’s representative immediately as they are completed, and in no case later thanthe end of the day the asphalt was produced. The contractor shall utilize the results of this testing to control the asphalt concreteproduction. Production of asphalt concrete on consecutive paving days shall not commence until the prior day’s test results havebeen submitted to the Engineer, and the appropriate action has been taken regarding the criteria listed in Table 710-12 and Table710.13.

The guidelines in Table 710-13 and Table 710.14 shall be used to determine if the plant will require adjustment or stoppage. Ifthe contractor’s test results indicate the mixture does not comply with Criteria A, an adjustment to the plant will be required whichwill bring the production closer to the middle of the specification bands. The Contractor is responsible for determining the extentand the method of adjustment, and shall notify the Engineer’s representative in writing of what adjustments were made.

If the Contractor’s test results indicate the mixture is beyond the range established by Criteria S in Table 710-13, production shallcease immediately, and shall not resume (except as required to produce material for additional samples) until additional test resultsverify the adjustments will produce test results meeting Criteria A. The Engineer reserves the right to enforce the adjustment orstoppage criteria to the acceptance test results if the acceptance tests and the quality control tests are not in agreement.

TABLE 710-13

CRITERIA FOR REQUIRED PLANT ADJUSTMENT

Property Criteria A-(Adjustment) Criteria S-(Stoppage)

Binder Content ±0.3% of Mix Design ±0.4% of Mix Design

Gyratory Voids 4±1.5% 4±2.0%

Gradation Table 710-14 below Table 710-9 (MAG Specs)

Temperature ±10BC of Mix Design ±15BC of Mix Design

TABLE 710-14

ALLOWABLE GRADATION VARIATION FROM MIX DESIGN TARGET

Maximum Aggregate Size 100%

Nominal Maximum Aggregate Size (NMAS) ±5%

2.36 mm Sieve to NMAS ±4%

1.50 mm and 0.66 mm Sieves ±3%

0.75 mm Sieve ±1.5%

The Contractor may make self-directed target changes to the approved mix design within the limits in Table 710-15. Requestsfor self directed target changes shall be made in writing and acknowledged by the Engineer prior to start of production for a lot.The self-directed target changes must meet contract requirements for mix design criteria and grading limits.


710-11 Revised 2004

TABLE 710-15

SELF DIRECTED TARGET CHANGES

Measured CharacteristicsGradation (sieve size)(mm)

Allowable Target Changes

9.50 ±2%

2.36 ±2%

0.425 ±1%

0.075 None

Asphalt Cement Content ±0.2%

Effective Voids None

The Contractor may propose target changes to the approved mix design for the engineer’s approval. The Engineer will considerif the proposed target change will result in mix production that meets the contract requirements for mix design criteria and gradinglimits. For acceptance purposes, target changes will not be retroactive.

710.5.2 Handling and Storage of Aggregate: Aggregate shall be stockpiled so that segregation and contamination areminimized. Dividers of sufficient size to prevent intermingling of stockpiles shall be provided. This may be accomplished bysufficient separation of the stockpiles.

Any method of handling or moving the material which may cause the segregation, degradation, contamination or the combiningof materials of different gradings or stockpiles shall not be permitted. The affected material will be reprocessed or discarded.

710.5.3 Proportioning: The Contractor or his supplier shall provide documentation by calibration charts or other approved meansshowing the mineral aggregate, asphalt cement, mineral admixture, mineral filler or anti-stripping agent are being proportionedin accordance with the approved mix design. One set of documentation shall be provided for each 750 tons produced, howevernot less than one per each time the plant is placed in production. All measuring devices shall be calibrated at least annually bya technician licensed by the Arizona Bureau of Weights & Measures. Copies of the calibration documentation shall be an integralpart of the mix design approval process which, if not acceptable, could be cause for rejection of the entire submittal.

If a mineral admixture or anti-stripping agent is added in a drum mix plant, a positive signal system and a limit switch device shallbe installed in the plant at the point of introduction of the admixture. The positive signal system shall be placed between themetering device and the mixing drum, and utilized during production, whereby the mixing shall be stopped automatically if theadmixture is not being introduced into the mixture.

No fine material which has been collected in the dust collection system shall be returned to the mixture unless the Contractor orhis supplier propose in writing to utilize a specific portion of the fines and approved by the Engineer. If used, the fine materialshall be metered at a uniform rate into the mixture.

When mineral filler is added to the asphalt mix, it shall be added prior to the asphalt cement. Also, the method of adding themineral filler shall produce a uniform distribution without loss or waste of the material within the mixture. The amount of mineralfiller shall be determined by the mix design.

Filler material, if required, shall be added separately and in a thoroughly dry condition. Heating of filler material will not berequired.

When hydrated lime or Portland cement is added as a mineral admixture or anti-stripping agent, the method of adding the limeor cement shall be such that the aggregate will be uniformly coated. The amount of lime or cement used shall be determined bythe mix design.


710-12

When mineral aggregate, asphalt cement, mineral filler, mineral admixture or anti-stripping agent are proportioned by weight,the scales used in batching the materials, all boxes, hoppers, buckets or similar receptacles used for weighing materials, shall beinsulated against the vibration or movement from the rest of the plant. Errors in weighing, while the entire operation is running,shall not exceed two percent for any setting nor one and one-half percent for any batch. The asphalt shall be weighed in a heated,insulated bucket suspended from a springless dial scale or load cell system.

When mineral aggregate, asphalt cement, mineral filler, mineral admixture and/or anti-stripping agent are proportioned by volume,the correct portion of each mineral aggregate size introduced into the mixture shall be drawn from the storage bins by anappropriate type of continuous feeder. The feeder shall supply the correct amount of mineral aggregate in proportion to asphaltcement. Furthermore, the feeder shall allow each mineral aggregate size to be adjusted separately. The continuous feeder for themineral aggregate shall be mechanically or electrically actuated.

If fine material sticks to the sides of the bin, the bin shall be equipped with vibrating unit which will effectively vibrate the sidewalls of the bin and prevent any hang up of segregated sizes while the plant is operating.

All scales or temperature devices shall be so located that the mixer operator and the plant inspector have an unobstructedclose-up-view of the indicating or registering devices. The scales shall indicate the true net weight without the application of anyfactor. The dial for dial type scales shall not be less than 12 inches in diameter and the figures thereon shall be clearly legible.

710.5.4 Drying and Heating: The mixing plant shall be provided with accurate mechanical means for feeding the aggregatesfrom the stockpiles or bunkers into the drier at such a rate that a uniform production and temperature of dried aggregates will beobtained. Drying and heating shall be accomplished in such a manner as to preclude the mineral aggregate from becoming coatedwith fuel oil or carbon.

A recording pyrometer or other approved recording thermometric instrument, sensitive to a rate of temperature change not lessthan 6° C. per minute, shall be placed at the discharge chute of the drier to automatically record the temperature of the asphaltconcrete or mineral aggregate. When requested, a copy of the recording shall be given to the Engineer at the end of each shift.The mixing temperature of the asphalt mix shall not exceed ±10/ C. of the mixing temperature stated on the approved mix design.

Heating of filler material will not be required.

Drying shall be to the extent that the moisture content of the asphalt concrete mix, when placed on grade immediately behind thepaver, shall not exceed one half of one percent(0.5 %). The moisture content shall be determined in accordance with Arizona TestMethod 406.

The drier shall be equipped with a dust collector system capable of removing objectionable or excess dust from the aggregate.The dust collector shall comply with the Maricopa County Bureau of Air Pollution Control Rules and Regulations as adopted bythe County Board of Supervisors and applicable State laws or local ordinances.

710.5.5 Mixing: The production of the plant shall be governed by the rate required to obtain a thorough and uniform mixture ofthe materials not to exceed the rated capacity of the plant. Mixing shall continue until the uniformity of coating, when tested inaccordance with the requirements of AASHTO T-195, is at least 95 percent.

The mineral aggregate, asphalt cement, mineral filler, mineral admixture and/or anti-stripping agent shall be mixed at a centralmixing plant of the batch type mixer, continuous type mixer, or drum type mixer, as the Contractor or his supplier may elect. Theplant shall be maintained and operated in accordance with the manufacturer’s recommendations.

Pug mill mixers shall be of a twin-shaft type and shall be operated at the speed recommended by the manufacturer. It shall beequipped with paddles of sufficient size and number to deliver a thorough and uniform mixture. Should the paddles or other partsof the pug mill become worn to such extent as to adversely affect the quality of the mixing or allow leakage from the dischargegate, such parts shall be promptly replaced.

The amount of asphalt cement to be added to the mineral aggregate shall be as specified in the mix design. The asphalt cementshall be added at the temperature specified in the mix design or in Section 711.

The asphalt pump shall be a positive displacement type pump. The use of a pressure relief valve will not be permitted. The plantshall be equipped with an indicating meter between the pump and spray, and the meter shall be in good working condition and


710-13 Revised 1999

accurately record the volume of material pumped. All pipes, bins, fittings and meters shall be steam jacketed or otherwise properlyinsulated. The asphalt storage system shall be equipped with a device for automatic plant cut-off when the intake of the positivedisplacement pump is not working under positive pressure. Sampling ports shall be installed at the discharge end of the meteringdevice for use by the Engineer in obtaining samples of the material.

A positive signal system shall be provided to indicate the low level of mineral aggregate in the bins of the batch plant and as thelevel of material in any one bin approaches the strike off capacity of the feed gate, the device will automatically and promptly closedown the feed of all materials to the mixer. The plant will not be permitted to operate unless this signal system is in good workingcondition. Each bin shall have an overflow chute or divider to prevent material from spilling into adjacent bins or waste excessmaterial.

The temperature of the asphalt concrete upon discharge from the mixer shall not exceed the maximum mixing temperaturespecified in the mix design. If the asphalt concrete is discharged from the mixer to a hopper, the hopper shall be constructed sothat segregation of the asphalt concrete will be minimized.

710.5.6 Temporary Storage of Bituminous Mixtures: Use of surge bins or storage bins for temporary storage of hot bituminousmixtures will be permitted. The bituminous mixture may be stored in insulated and heated storage bins for a period of time notto exceed 12 hours. If the Engineer determines that there is an excessive amount of heat loss, segregation and/or oxidation of themixture due to temporary storage, use of surge bins or storage bins will be discontinued.

710.5.7 Plant Inspection: Each hot mix asphalt facility, producing under this specification, shall be inspected biannually by aCivil Engineer registered in the State of Arizona and knowledgeable in batch plant operation. The Civil Engineer shall beindependent and not an employee of the Contractor or the supplier. This inspection shall be performed in accordance with the”Certification of Hot Mix Asphalt Production Facilities? by the Arizona Rock Products Association. A copy of the currentcertification shall be an integral part of the mix design which, if found unacceptable, could be cause for rejection of the entiresubmittal.

710.6 TRANSPORT AND DELIVERY REQUIREMENTS:

The beds of the trucks, utilized to transport asphalt concrete, shall be coated with a release agent. The release agent shall becertified to be non-reactive with the bituminous material. If, in the opinion of the Engineer or plant operator, there is an excessof release agent applied to the truck bed, the driver will be required to raise the bed and drain off the excess agent. Diesel fuelwill not be acceptable as a releasing agent.

Mixtures shall be delivered to the job site without segregation of the ingredients and within the lay down temperature rangespecified in the mix design.

At the time of delivery to the job site, the Engineer shall be provided with an legible delivery ticket that has the weight of thematerial from a measuring device, which has been certified by the Arizona Department of Weights and Measures. The deliveryticket shall contain the following information:

(1) Date; (2) Supplier’s name; (3) Plant location and/or plant number; (4) Ticket Number; (5) Truck Number; (6) Contractor’sname; (7) Project name and/or location; (8) Production code/description with percent asphalt; (9) Mineral filler/additive and/oranti-stripping agent and percent; (10) Temperature at batching; (11) Time of batching, arrival and unloading; (12) Material weightor vehicle weight with and without material; and (13) Weight of accumulative loads.

710-14

This Page is Reserved For Future Use

SECTION 711

711-1Revised 2003

PAVING ASPHALT

711.1 GENERAL:

The asphalt shall be produced from crude asphalt petroleum or a mixture of refined liquid asphalt and refined solid asphalt. It shallbe free from ad-mixture with any residues obtained by the artificial distillation of coal, coal tar, or paraffin oil and shall behomogeneous and free from water.

Asphalt shall not be heated during the process of its manufacture, storage, or during construction so as to cause injury as evidenceby the formation of carbonized particles.

711.2 TESTING REQUIREMENTS:

Paving asphalt shall be classified by the Performance Grading System and shall conform to the requirements set forth in Table711-1

TABLE 711-1

PERFORMANCE GRADING SYSTEM

PG 64-10 PG 70-10 PG 76-10 PG 82-10

Original Asphalt

Viscosity, ASTM D 4402 (Note 1)Max. 3 Pa-s, Test Temp, °C

135 135 135 135

Dynamic Shear TP5 (Note 2)G*/Sin *, Min., 1.0 kPaTest Temp. @ 10 rad/s, °C

64 70 76 82

Rolling Thin Film Oven Residue (T240)

Mass Loss, Maximum %Dynamic Shear TP5G*/sin *, Min., 2.20 kPaTest Temp. @ 10 rad/s, °C

1.0

64

1.0

70

1.0

76

1.0

82

Pressure Aging Vessel Residue (PP1)

PAV Aging Temperature, °C 110 110 110 110

Dynamic Shear TP5G*/sin *, Max., 5000 kPaTest Temp. @ 10 rad/s, °C

31 34 37 40

Creep Stiffness, TP1 (Note 3) S, Maximum, 300.0 Mpa m-value, Minimum, 0.300 Test Temp. @60s, °C

0 0 0 0

Direct Tension, TP3 (Note 3) Failure Strain, Minimum 1.0% Test Temp. @ 1.0 mm/min. °C

0 0 0 0

On all Grades Flash Point Temperature T48: Minimum 230 °C and Mass Loss, Maximum 1.00 percent.

NOTES:(1) This requirement may be waved at the discretion of the specifying agency if the supplier warrants that the asphalt binder canbe adequately pumped and mixed at temperatures that meet all applicable safety standards.

SECTION 711

711-2Revised 2003

(2) For quality control of unmodified asphalt cement production, measurement of the viscosity of the original asphalt cement maybe substituted for dynamic shear measurements of G*/sin(*) at test temperatures when the asphalt is a Newtonian fluid. Anysuitable standard means of viscosity measurement may be used, including capillary or rotational viscometry (T210 or T202).

(3) If the Creep Stiffness is below 300 Mpa, the direct tension test is not required. If the Creep Stiffness is between 300 and 600Mpa, the direct tension failure strain requirement can be used in lieu of the Creep Stiffness requirement. The m-value requirementmust be satisfied in all cases.

Design Note: Performance Grade Asphalts are selected for certain reliabilities with respect to high and low pavement temperatures.The specified characteristics are based upon a loading frequency that approximates vehicle speeds of approximately 90 km/hr.Since all binders are frequency dependent, the designer may consider increasing the high temperature requirement for slowtransient and standing loads, such as intersection loading. The high temperature requirement may also be increased for excessivenumbers of equivalent single axle loads.

711.3 TEST REPORT AND CERTIFICATION:

At the time of delivery of each shipment of asphalt, the supplier supplying the material shall deliver to the purchaser 3 certifiedcopies of the test report which shall indicate the name of the refinery and supplier, type and grade of asphalt delivered, date andpoint of delivery, quantity delivered, delivery ticket number, purchase order number, and results of the above specified tests. Thetest report shall be signed by an authorized representative of the supplier certifying that the product delivered conforms to thespecifications for the type and grade indicated.

Until the certified test reports and samples of the material have been checked by the Engineer, that material will be only tentativelyaccepted by the Contracting Agency. Final acceptance will be dependent upon the determination of the Engineer that the materialinvolved fulfills the requirements prescribed. The certified test reports and the testing required in connection with the reports shallbe at no additional cost to the Contracting Agency.

711.4 TEMPERATURES:

Unless otherwise specified in these specifications or in the special provisions, the various grades of paving asphalt shall be appliedwithin the temperature range indicated in Table 711-2. The exact temperature shall be determined by the Engineer.

At no time, after loading into a tank car or truck for transportation from the refinery to the purchaser, shall the temperature of thepaving asphalt be raised above 400 degrees F.

TABLE 711-2

APPLICATION TEMPERATURE OF PAVING ASPHALTS

Grade of Material

Pug MillMixing Asphalt

Temperature °F.

DistributorApplication

Temperature °F.

Min. Max. Min. Max.

PG 64-10 275 325 300 390

PG 70-10 275 325 300 390

PG 76-10 290 340 310 390

PG 82-10 290 340 315 390

Paving asphalt shall be heated in such a manner that steam or hot oils will not be introduced directly into the paving asphalt duringheating.

SECTION 711

711-3

711.5 DISTRIBUTING EQUIPMENT:

Distributing Equipment shall meet the requirements of Section 330.

711.6 CONVERSION OF QUANTITIES:

When pay quantities of paving asphalt are determined from volumetric measurements, the volumetric measurement at anytemperature shall be reduced to the volume the material would occupy at 60 degrees F. in accordance with ASTM D-1250. Inconverting volume to weight, the computations shall be based on Table 711-3.

TABLE 711-3

PAVING ASPHALT QUANTITY CONVERSION

Grade of Material Gals. Per Ton at 60 / F. Lbs. Per Gal. at 60/ F.

PG 64-10 235 8.5

PG 70-10 235 8.5

PG 76-10 230 8.7

PG 82-10 230 8.7

SECTION 712

712-1Revised 1999

LIQUID ASPHALT

712.1 GENERAL:

Liquid asphalt shall consist essentially of either natural crude or refined asphalt petroleum, or a residual product thereof.

The liquid asphalt shall be medium curing product designed by the letters MC, and shall consist of a paving asphalt conformingto the provisions in Section 711, fluxed or blended with a kerosene type solvent.

The asphalt shall not be heated during the process of its manufacture or during construction so as to cause injury as evidence bythe formation of carbonized particles.


The liquid asphalt shall consist of materials specified above and shall conform to the requirements set forth in Table 712-1.

712.3 TEST REPORTS AND CERTIFICATIONS:

Test reports and certifications will be furnished in accordance with Section 711.


When pay quantities of liquid asphalt are determined from volumetric measurements, the volumetric measurement at anytemperature shall be reduced to the volume the material would occupy at 60 degrees F. in accordance with ASTM D-1250. Inconverting volume to weight, the computations shall be based on the data contained in Table 712-2.

TABLE 712-1

AASHTO M-82 TABLE 1

MC-30 MC-70 MC-250 MC-800 MC-3000

Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.

Kinematic Viscosity at 60°C(140°F) centistokes

30 60 70 140 250 500 800 1600 3000 6000

Flash point (Tab. open-cup),degrees C° (F)

38(100)

. . . 38(100)

. . . 66(150)

. . . 66(150)

. . . 66(150)

. . .

Water percent . . . 0.2 . . . 0.2 . . . 0.2 . . . 0.2 . . . 0.2

Distillation test:Distillate percentage by volume oftotal distillate to 360°C (680°F)

to 225°C (437°F) . . . 25 0 20 0 10 . . . . . . . . . . . .

to 260°C (500°F) 40 70 20 60 15 55 0 35 0 15

to 315°C (600°F) 75 93 65 90 60 87 45 80 15 75

Residue from distillation to 360°C(680°F) Volume percentage ofsample by difference

50 . . . 55 . . . 67 . . . 75 . . . 80 . . .

Tests on residue from distillation:

Absolute viscosity at 60°C(140°F) poises

300 1200 300 1200 300 1200 300 1200 300 1200

Ductility, 5 cm/min, cm. 100 . . . 100 . . . 100 . . . 100 . . . 100 . . .

Solubility inTrichloroethylene, percent

99 . . . 99 . . . 99 . . . 99 . . . 99 . . .

SECTION 712

712-2 Revised 1999

TABLE 712-2

LIQUID ASPHALT QUANTITY CONVERSION

Grade of Materials

Gals. Per Tonat 60 Degrees F.

Lbs. Per Gals.at 60 Degrees F.

70

250

800

2000

253

249

245

241

7.90

8.03

8.16

8.30

SECTION 713

713-1

EMULSIFIED ASPHALTS

713.1 GENERAL:

Emulsified asphalts shall be composed of a paving asphalt base uniformly emulsified with water and an emulsifying or stabilizingagent. It shall be homogeneous throughout and if stored, shall show no separation of ingredients within 30 days after delivery.Emulsified asphalt shall be classified as quick setting, rapid setting, medium setting or slow setting type in either anionic orcationic emulsions.

Emulsified asphalt shall be specified as follows:

(A) Penetration type and high viscosity type emulsion shall be designated by the letters RS-Rapid Setting.

(B) Mixing type emulsion shall be designated by the letters SS-Slow Setting, MS-Medium Setting and QS-Quick Setting.

713.2 TESTING REQUIREMENTS:

The emulsified asphalt shall conform to the requirements set forth in Table 713-1.

713.3 TESTS REPORT AND CERTIFICATION:

Test reports and certifications shall be made in accordance with Section 711.

TABLE 713-1

REQUIREMENTS FOR ANIONIC EMULSIFIED ASPHALT(Specification Designation)

Type Rapid-Setting Medium-Setting Slow-Setting

Grade RS-1 RS-2h MS-1 MS-2 MS-2h SS-1 SS-1h

Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.

Tests on emulsionsViscosity, Saybolt Furol at 77°F(25°C.), sec 20 100 20 100 100 100 20 100 20 100

Viscosity, Saybolt Furol at 122°F(50°C.), sec 75 400

Settlement, 24 hour day, percent 1 1 1 1 1 1 1

Demulsibility, 35 ml. 0.02 N.CaCl2, percent 60 60

Coating ability and waterresistance

Coating, dry and aggregate good good good

Coating, after spraying fair fair fair

Coating, wet aggregate fair fair fair

Coating, after spraying fair fair fair

Cement mixing test, percent 2.0 2.0

Sieve test, percent 0.10 0.10 0.10 0.10 0.10 0.10 0.10

Residue by distillation, percent 55 63 55 65 65 57 57

Tests on Residue from DistillationTest:

Penetration 77°F (25°C),100g, 5 s 100 200 40 90 100 200 100 200 40 90 100 200 40 90

Ductility, 77°F (25°C), 5 cm/min. cm. 40 40 40 40 40 40 40

Solubility intrichloroethylene, % 97.5 97.5 97.5 97.5 97.5 97.5 97.5

SECTION 713

713-2

TABLE 713-1 (continued)

REQUIREMENTS FOR ANIONIC/CATIONIC EMULSIFIED ASPHALT(Specification Designation)

Type Quick Setting Rapid Setting Medium Setting Slow Setting

Grade QSH CQSH CRS-1 CRS-2h CMS-2 CMS-2h CSS-1 CSS-1h

Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max

Tests on emulsions:

Visc., Saybolt Furol at 77°F., sec. 20 100 20 100 20 100

Visc., Saybolt Furol at 122°F., sec 20 100 100 400 50 450 50 450

Settlement, 24 hour day, percent 1 1 1 1 1 1

Demulsibility, 35 ml 0.8% sodiumdioctyl sulfosucinate, %

40 40

Coating ability and waterresistance:

Dry aggregate Good Good

after spraying Fair Fair

wet aggregate Fair Fair

after spraying Fair Fair

Particle charge test Negative Positive Positive Positive Positive Positive Positive Positive

Sieve Test, % 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10

Cement Mixing test, % 2.0 2.0

Distillation:

Oil distillate, by volume ofemulsion, %

3 3 12 12

Residue, % 57 57 60 65 65 65 57 57

Test on Residue from distillation test:

Penetration, 25°C (77°F), 100 g. 5sec.

40 110 40 110 100 250 40 90 100 250 40 90 100 250 40 90

Ductility, 25°C (77°F.) 5 cm permin, cm.

40 40 40 40 40 40 40 40

Solubility in trichloroethylene, % 97.5 97.5 97.5 97.5 97.5 97.5 97.5 97.5

Storage Stability Test, 1 day, % 1 1

Notes: If the Particle Charge Test result is inconclusive for CSS-1 and CSS-1h, material having a maximum pil value of 6.7 willbe accepted.

SECTION 713

713-3

713.4 TEMPERATURES:

Unless otherwise specified, the various grades of emulsified asphalt shall be applied at temperatures within the limits specifiedin Table 713-2 the exact temperature to be determined by the Engineer. Emulsified asphalt shall be reheated if necessary. But atno time, after loading into a tank car or truck for transportation to the work site, shall the temperature of the emulsion be raisedabove the maximum temperature shown in Table 713-2. During all reheating operations, the emulsified asphalt shall be agitatedto prevent localized overheating. Emulsified asphalt shall not be permitted to cool to a temperature of less than 40 degrees F.

TABLE 713-2

APPLICATION TEMPERATURE OF EMULSIFIED ASPHALT

Grade of Emulsified Asphalt Minimum °F. Maximum °F.

RS-1, MS-1, SS-1, SS-1h, CSS-1, CSS-1h 70 F. 140 F.

RS-2, MS-2, MS-2h, CRS-1, CRS-1h, CRS-2h, CMS-2, CMS-2h, QSH, CQSH 125 F. 185 F.

Emulsified asphalt shall be heated in such a manner that steam or hot oils will not be introduced directly into the emulsified asphaltduring heating.


When pay quantities of emulsified asphalt are determined from volumetric measurements, the volumetric measurement at anytemperature shall be reduced to the volume the material would occupy at 60 degrees F. in accordance with ASTM D-1250. Inconverting volume to weight, the computations shall be based on Table 713-3.

TABLE 713-3

EMULSIFIED ASPHALTS QUANTITY CONVERSION

Grade ofMaterial

Gals. Per Tonat 60°F.

Lbs. Per Gal.at 60°F.

All grades 240 8.33

SECTION 715

715-1 Revised 1999

SLURRY SEAL MATERIALS

715.1 GENERAL:

Slurry seal shall consist of a properly proportioned mixture of emulsified asphalt, mineral aggregate, mineral fillers, and water.

All material source must be approved prior to their use. The Contractor will submit material samples at least seven days prior tostart of construction. When requested, additional samples will be furnished during the construction period at no cost to theContracting Agency. This is a non-pay item.

715.2 AGGREGATE:

715.2.1 Mineral Filler: Mineral filler shall consist of finely divided matter, such as hydrated lime, portland cement, limestonedust or fly ash, conforming to the requirements of ASTM D-4318. Mineral filler shall be used only when needed to reduce thesetting time, to improve the workability or to reduce the stripping characteristics of the aggregate emulsion mixture. The minimumamount of the required filler will be used and it will be considered as part of the blended aggregate. The expected range shall bebetween .25% and 2.0% by weight of aggregate.

715.2.2 Mineral Aggregate: Mineral aggregate shall consist of sound and durable sand and/or crushed stone as per MAG Section701 combined with an approved mineral filler where it is required. The mineral filler will be considered as part of the blendedaggregate. The material shall be non-plastic (ASTM D-4318) with a sand equivalent (ASTM D-2419) of at least 50. The abrasionloss (ASTM C-131) shall not exceed 35 percent. Ninety percent of the aggregate retained on the No. 50 sieve shall have at leastone fractured face. The gradation of material aggregate shall conform to Table 715-1.

715.3 BITUMINOUS MATERIAL:

The emulsified asphalt used for seal coating shall be quick setting or slow setting as per Section 713.

The quick setting emulsified asphalt shall be of the anionic or cationic quick set type such as QSH or CQSH that will react tochemically active mineral fillers such as portland cement in such a way that the applied slurry mixture can support controlledtraffic in 45-60 minutes after application. The amount of chemically active filler shall be determined by mix design and fieldperformance.

Quick Set Emulsion Mix Properties

Slurry Seal Mixing, 70-85 degree F., Sec. 120 Sec. Min.

Slurry Seal Setting Test, 70-85 degree F., 1 hour cure No Brown Stain

Slurry Seal Water Resistance Test, 70-85 degree F., 30 minute cure No More Than Slight Discoloration

Slow setting emulsion may be used when traffic control is not a critical item.

Placement of slurry seal is temperature dependent and should be tested under field conditions.

715.4 WATER:

Water shall be potable and be compatible with the slurry ingredients used.

715.5 TEST CERTIFICATES & REPORTS:

Test certificates and reports for the bituminous material shall be furnished in accordance with Section 711.


Volumetric conversions shall be accomplished in accordance with Section 713.

SECTION 715

715-2

TABLE 715-1

SLURRY SEAL AGGREGATE

SIEVE SIZEType I

% PASSINGType II

% PASSINGType III

% PASSING

3/8 100 100 100

No. 4 100 85/100 70/90

No. 8 90/100 65/90 45/70

No. 16 65/90 45/70 28/50

No. 30 40/60 30/50 19/34

No. 50 25/42 18/30 12/25

No. 100 15/30 10/21 7/18

No. 200 10/20 5/15 5/15

Emulsified Asphalt content as a % of Dry Wt. ofAggregate (approx.) ASTM D-3910(W.T.A.T. TEST)

18 16 14

Residual Asphalt Range requirements % of Dry Wt. ofAggregate ASTM D-3910 (W.T.A.T. TEST) 10-16 7.5-13 6.5-12

Pounds of Aggregate per Square Yard (approx.) 8-10 12-18 18-25

SECTION 716

716-1

COVER MATERIAL

716.1 GENERAL:

Cover material “chips” shall consist of precoated or uncoated aggregate spread in conjunction with a bituminous or asphalt-rubberseal coat.

716.2 STONE CHIPS:

716.2.1 General: The stone chips shall be crushed rock as per Section 701 except as modified below.

716.2.2 Tests: The chips' weight loss shall not exceed 40 percent of 500 revolutions where tested in accordance with ASTMC-131.

The chips shall not show a loss in excess of 12 percent when tested in accordance with AASHTO T-104 (Sodium SulfateSoundness)

A minimum of 75 percent of the material, by weight, retained on the No. 8 sieve, shall have at least one fractured face producedby the crushing operation.

716.2.3 Gradation: When tested in accordance with ASTM C-136 and C-117, gradation shall comply with Table 716-1 and/orTable 716-2.

TABLE 716-1

COVER MATERIAL (CHIPS) GRADATIONFor Low Volume Traffic Only

Sieve Size Percent Passing

1/2 inch 100

3/8 inch 97/100

1/4 inch 70/100

#8 0-5

#200 0-2

TABLE 716-2

COVER MATERIAL (CHIPS) GRADATIONFor High Volume Traffic


3/4 inch 100

1/2 inch 97/100

3/8 inch 70/100

1/4 inch 0-10

#8 0-5

#200 0-2

SECTION 716

716-2

716.3 PRECOATED CHIPS:

When specified, the aggregate shall be heated and precoated with asphalt cement as specified in Section 711. The quantity ofbituminous material used shall not be less than 0.30 percent or greater than 0.70 percent of the combined weight of the bituminousmaterial and the aggregate.

The final percentage of asphalt used for coating shall be as directed by the Engineer. The precoating shall be done in a pug millmixing facility for a minimum of 30 seconds or until the asphalt is present on the aggregate, which ever is greater. With approvalof the Engineer, a drum mix plant may be used, however, the end result shall produce a uniform, dust free product.

716.4 UNCOATED CHIPS:

When liquid or paving grade asphalt is used as the bituminous binder, the uncoated chips shall not contain moisture in excess ofa saturated surface dry condition.

When emulsified asphalt is used as the bituminous binder, the uncoated chips shall be surface wet but free from running water.

SECTION 717

717-1

ASPHALT-RUBBER

717.1 GENERAL:

Asphalt rubber shall consist of a properly proportioned mixture of hot paving grade asphalt, ground vulcanized rubber and ahydrocarbon dilutent combined by heating into a visco-elastic composition.

There are two approved production processes, Method A and Method B. Prior to any placement, the Contractor will provide acertification from the supplier that the asphalt-rubber components conform to the material requirements for either Method A orB.

717.2 MATERIAL - METHOD A:

717.2.1 Paving Grade Asphalt: The paving grade asphalt used shall meet the requirement of Section 711.

717.2.2 Extender Oil: The extender oil shall be a resinous, high flash point, aromatic hydrocarbon conforming to the followingtest requirements:

Viscosity, 55 U, at 100 degree F. (ASTM D-88) 2500 min.

Flash point, COC, degrees F. (ASTM D-92) 390 min.

Molecular Analysis (ASTM D-2007):Asphaltines, percent by weight 0.0 max.Aromatics, percent by weight 55.0 min.

717.2.3 Ground Vulcanized Rubber: The rubber shall be vulcanized rubber scrap specially selected so that the natural rubbercontent is at least 25 percent by total weight. It shall be free from fabric, wire or other contaminating material. After grinding, itmust be a dry, free-flowing material. Not more than 4 percent by weight of a mineral powder (such as calcium carbonate) maybe included to prevent sticking or caking of the particle. The dry, free-flowing ground rubber shall meet the following testrequirements of Table 717-1.

TABLE 717-1

GROUND VULCANIZED RUBBER GRADATION (ASTM) C-136

Chemical Analysis (ASTM D-297)Natural Rubber Content, percent by weight 25 min.

Sieve No. Percent Passing

8 100

30 25-50

50 5-45

100 0-10

717.3 MATERIAL - METHOD B:

717.3.1 Paving Grade Asphalt: The paving grade asphalt used shall meet the requirement of Section 711.

717.3.2 Kerosene**: The kerosene used shall be compatible with the other materials and shall meet the following requirements:

Flash Point - Degrees F. (ASTM D-92) 80 min.Initial Boiling Point - Degrees F. (ASTM D-850) 350 min.Dry Point - Degrees F. (ASTM D-850) 450 max.

**WARNING: Kerosene shall not be used in mix design for asphalt rubber hot mix.

SECTION 717

717-2

717.3.3 Ground Tire Rubber: The rubber shall be 100 percent vulcanized, ground tire rubber. It shall be free from fabric, wireor other contaminating material. After grinding, it must be a dry, free-flowing material with a specific gravity of 1.15 + 0.05. Notmore than 4 percent by weight of a mineral powder (such as calcium carbonate) may be included to prevent sticking or cakingof the particles. The gradation shall be in accordance with Table 717-2.

TABLE 717-2

GROUND TIRE RUBBER GRADATION (ASTM C-136)

Sieve No. Percent Passing

8 100

10 95-100

30 0-10

50 0-2


718-1 Revised 2004

PRESERVATIVE SEAL FOR ASPHALT CONCRETE

718.1 GENERAL:

Asphalt concrete preservative seal shall be one of the following types or equal, with typical application rates.

Type A - Petroleum resin-oil base emulsion. Applied at 0.05 to 0.10 gallons per square yard, diluted.

Type B - Petroleum Hydrocarbon emulsion. Applied at 0.05 to 0.20 gallons per square yard, diluted.

Type C - Not Used.

Type D - Acrylic polymer, modified asphalt emulsion. Applies at 0.10 to 0.20 gallons per square yard, diluted as specified bythe manufacturer.

718.2 TEST METHODS AND REQUIREMENTS:

Preservative seal shall meet Type A, B, or D on Table 718-1 by certification from the manufacturer.

TABLE 718-1

PRESERVATIVE SEAL SPECIFICATIONS

Property and Test Method*3 Type A Type B Type D

Saybolt Viscosity @ 77°F SFS AASHTO T 72 15-40 25-150 15-40 *(1-3)

Residue by evaporation at 138°C AASHTO T 59 60 Min. 62 Min. 53 Min.

Sieve Test, % AASHTO T 59 0.10 Max. 0.10 Max. 0.10 Max.

5 Day Settlement AASHTO T 59 2.0% Max. 5.0% Max.

Tests on Residue From Evaporation AASHTO T 59

Kinematic Viscosity c.St @ 140EF ASTM D2170 100-200 1,000-9,500 *(1-3)

Flash Point ASTM D92 400°F 450°F 450°F

Softening Point,°F AASHTO T 53 130°Min.

Penetration @77°F 100 g/5 sec., dmm AASHTO T 49 20-80

Ductility @ 77°F, 5 cm/min, cm AASHTO T 51 20 Min.

Asphaltenes ASTM D2007 1.0 Max 10.0 Max

Maltene Dist Ratio (PC+A1)/(A2+S) ASTM D2007 0.3 - 0.6 0.2 - 1.4

Saturated Hydrocarbons, S,% ASTM D2007 28 Max. 28 Max.

PC/S Ratio 0.5 Min. 0.5 Min.

Accelerated Weathering Test ASTM D4799-03 Plant CertificationWithin 6 Months

*Notes:

(1) Only residue by evaporation should be run on diluted samples. Specification limits should be diluted rate times minimumresidue value of concentrate.

(2) A full series of tests shall be performed as specified by the special provisions in the undiluted condition and at the expenseof the contractor. Otherwise, the agency shall perform any tests at the expense of the agency.

(3) All testing will be run by AMRL accredited laboratory, accredited in the specific test being run.

SECTION 719

719-1

RECYCLED ASPHALT CONCRETEHOT MIXED

719.1 GENERAL:

Recycled asphalt concrete (RAC) shall consist of reclaimed asphalt pavement, new aggregate and paving asphalt and/or recyclingagent. This mixture shall be combined at a central mixing plant to provide a homogenous, workable product. This product shallmeet the requirement of Section 710, based on the type specified, for aggregate gradation, asphalt grade and asphalt content.

Prior to the use of RAC on any project, the Contractor shall notify the Engineer of his intentions and shall make available the testreports required in Section 709 and a mix design as required by this section. Unless written authorization is given by the Engineer,RAC will not be used in the surface course or single course pavement. If the Contractor fails to comply with the above proceduresor with the intent of Section 709 and this section, the RAC will be removed and replaced with asphalt concrete at no cost to theContracting Agency.

When the amount of RAP is 15 percent or less of the total mix, the supplier shall maintain a job mix formula at the plant. Theformula shall be based on current test data and approved by the Engineer.

When the amount of RAP to be added is over 15 percent of the total mix, a job mix formula and supporting test data shall besubmitted to the Engineer for approval at least 8 working days prior to use. The supporting test data for the RAC shall includethe results of tests for stability, swell, and moisture vapor susceptibility. These tests are in addition to the tests for the RAPstockpile specified in Section 709.

After the job mix formula has been approved, the mixing plant designated and the RAP stockpile(s) approved, the Contractorand/or his Supplier shall not change any of the above or utilize additional mixing plants or stockpiles without prior approval ofthe Engineer.

719.2 MATERIALS:

719.2.1 Aggregate: New aggregate shall conform to Section 710.

719.2.2 Reclaimed Asphalt Pavement: Shall conform to section 709.

719.2.3 Asphalt: New asphalt shall conform to Section 711.

719.2.4 Mineral Filler: Shall be dry hydrated lime or portland cement.

719.2.5 Recycling Agent (RA): Shall comply with Table 719-1.

TABLE 719-1

RECYCLING AGENTSTEST ASTM Test

Methods

RA 5

Min Max

RA 25

Min Max

RA 75

Min Max

RA 250

Min Max

RA 500

Min Max

Viscosity at 140°F. (60°C). CST D2170 or2171 200 800 1000 4000 5000 10000 15000 35000 40000 60000

Flash Point, COC.F. (°C) Min

D92 400 (204)

425 (218)

450 (232)

450 (232)

450 (232)

Saturates Wt.% Max D2007 30 30 30 30 30

Residue from RTFO Oven Test at

325°F. (163°C) D2872

Viscosity Ratio2 Max _ 3 3 3 3 3

RTFO Oven Weight Change ±,% D2872 4 3 2 2 2

Specific Gravity D 70 orD1298 Report Report Report Report Report

SECTION 719

719-2

(1) The acceptance of any recycling agent is subject to its ability to develop a RAC binder which will comply with the asphaltgrade specified.

(2) Viscosity Ratio = RTFO Viscosity at 140°F, cStOriginal Viscosity at 140°F, cSt

719.3 DEFINITIONS:

(A) RAP Asphalt is the asphalt content as determined by tests prescribed in Section 709.

(B) New Binder is the new asphalt and/or recycling agent added to produce RAC.

(C) RAC Binder is the total asphalt content present in RAC, consisting of RAP asphalt and new binder.


(A) Combined aggregate and RAP, after all processing except the adding of new binder and mineral filler, shall have anunextracted minimum sand equivalent of 50 when tested in accordance with ASTM D-2419 or AASHTO T-176.

(B) The RAC binder shall meet the RTFO residue requirements in Section 711 for the PG grade specified. The viscosity of theRAC binder shall be determined by test performed on the asphalt residue obtained by the Abson-Recovery Method ASTM D-1856or ADOT Method 511.

(C) The combined grading and RAC binder content shall conform to Section 710. All percentages are based on the weight ofdry aggregate only.

719.5 RAC BATCH PLANT METHOD:

A conventional batch plant shall be modified to introduce the RAP at locations other than the dryer by:

(A) Providing a separate RAP storage facility, with direct access to the weight hopper or

(B) Providing for RAP introduction to the hot aggregate elevator; or

(C) Other method approved by the Engineer.

New aggregate shall be dried and heated for a sufficient time in the dryer so that the moisture content will not be greater than 1percent.

The dryer shall be provided with an approved temperature-indicating device to determine the temperature of the aggregate leavingthe dryer. The device shall be mounted independently of other plant components, shall be accurate to the nearest 10 degrees F.,and shall be installed in such a manner that a temperature fluctuation of 10 degrees F. in the aggregate will be indicated within1 minute.

After drying, the aggregates shall be evenly fed to the screens in such quantities as to maintain, in the separate bins, a uniformgrading of the materials and a proper balance in the amount of material. The operation of the screens shall be controlled so as tosecure a thorough separation of the aggregate sizes.

Each bin shall be provided with an opening to prevent overflow into adjacent bins.

If any time there is a substantial change made in the cold feed to accommodate the demands of a different type of mixture, the hotstorage bins shall be emptied and recharged with the correct materials. Discharged materials may be returned to a storage areathat contains aggregates of the approximate grading of the discharged material, except when the hot storage bins contain RAP.Discharged material containing RAP shall be returned to a separate stockpile.

SECTION 719

719-3

719.6 RAC DRIER-DRUM METHOD:

When producing RAC, new aggregate shall be fed indirectly to the mixer at a uniform rate. The RAP shall be introduced into thedrier-drum and combined with the hot, new aggregate in such a manner that the RAC is protected from direct contact with theburner flame by means approved by the Engineer. The new binder shall be introduced into the drum after the RAP and the newaggregate have been combined.

A device shall be provided which indicates the temperature of the mixed material leaving the drum. The device shall be accurateto the nearest 10 degree F. and shall be installed in such a manner that temperature changes of 10 degrees F. in the mixed materialwill be shown within 1 minute.

The burner used for heating the aggregate shall achieve complete combustion of the fuel.

719.7 RAC PROPORTIONING:

719.7.1 RAC Batch Plant Method: When introducing the RAP into the hot aggregate elevator, the conveyors supplying the RAPand new aggregates shall be equipped with belt scales with rate-of-flow indicators to show the rates of delivery of each of theseingredients. The belt scales shall be interlocked to maintain the proper proportion of RAP to new aggregate.

When introducing RAP from a separate storage facility, it shall be fed directly into the weigh hopper.

All materials shall be proportioned by weight. Aggregate scales shall be either a multiple-beam scale, a springless dial-type scale,or a fully automatic solid-state digital strain-gage transducer weighing device having a capacity exceeding 11/4 times the totalamount of materials to be weighed in one operation. Each scale gradation shall be approximately 1/1000 of the total scale capacity.

New binder shall be weighed by means of a springless dial scale or a fully automatic solid-state digital strain-gage transducerweighing device having a capacity of not more than 500 pounds with 1-pound graduations for mixers with a manufacturer's ratedcapacity of 4000 pounds or less, and not more than 1000 pounds with 1-pound graduations for mixers with a manufacturer's ratedcapacity of over 4000 pounds.

When mineral filler is used, it shall be proportioned by weight or volume by a method that uniformly feeds the material within 10percent of the required amount.

719.7.2 RAC Drier-Drum Method: When producing RAC, the separate conveyor supplying the RAP to the dryer shall beequipped with a belt scale with rate of flow indicator. This belt scale shall be interlocked to maintain the proper proportions ofRAP to new aggregate.

New asphalt and RA shall be measured through separate meters calibrated and certified. A pressure indicator shall be installedat each meter and constant pressure shall be maintained. The meter and lines shall be heated and insulated. The storage tanks fornew asphalt and RA shall be equipped with a device for automatic plant cutoff when the fluid level in the tank is loweredsufficiently to expose the pump suction line.

The system shall be capable of varying the rates of delivery of the binder. During any day's run, the temperature of the binder shallnot vary more than 50 degrees F.

When mineral filler is used, it shall be proportioned by weight or volume by a method that uniformly feeds the material within 10percent of the required amount.

The feeders for each material in the RAC shall be equipped with devices by which the rates of feed can be determined while theplant is in full operation.

SECTION 719

719-4

The RAP and the combined new aggregate shall be weighed on separate belt scales. They shall be of such accuracy that, whenthe plant is operating between 30 percent and 100 percent of belt capacity, the average difference between the indicated weightof the material delivered and the actual weight delivered will not exceed 1 percent of the actual weight for three 2-minute runs.For any of the three individual 2-minute runs, the indicated weight of material delivered shall not vary from the actual weightdelivered by more than 2 percent of the actual weight. The actual weight of material delivered shall be determined by a vehicleplatform scale or other certified weighing device approved by the Engineer.

The individual belt scales for the RAP and the combined new aggregate, the proportioning meters for the new asphalt and RA,and the other proportioning devices, shall be interlocked so that the rates of feed of the RAP, new aggregate, new asphalt, andRA will be adjusted automatically to maintain the proper proportions. The plant shall not be operated unless this automatic systemis operating and in good working condition.

Belt scales and proportioning meters shall be equipped with resettable totalizers, so that the actual weight of asphalt, RA, RAP,and combined aggregates can be determined. The bins containing the mineral filler, if used, shall be equipped with a vibratingunit or other equipment which will prevent any hang-up of material while the plant is operating. Before the quantity of materialin any one bin reaches the strike-off capacity of the feed gate, a device shall automatically close down the plant.

When mineral filler is used, a safe and suitable sampling device shall be installed in each feed line or surge tank preceding theproportioning device.

719.7.3 RAC Miscellaneous Requirements: New aggregate consisting of sand, rock dust, and various sizes of aggregates shallbe stored separately at the plant and evenly fed to the dryer to ensure a uniform flow of properly combined aggregates. In placingmaterials in storage or in moving them from storage to the feeder, no method shall be used which may cause segregation,degradation, or the intermingling of different size aggregates. Materials not meeting the gradation requirements shall be discardedor reprocessed to comply with the requirements of Section 710.

SECTION 725

725-1

PORTLAND CEMENT CONCRETE

725.1 GENERAL:

Portland cement concrete shall be composed of portland cement or portland Pozzolan cement, Pozzolonic Materials, fine andcoarse aggregates, water, and, if provided for or allowed, certain admixtures.

All of the materials used for concrete shall be in accordance with these specifications and requirements for the particular materialas provided herein.

Weighing and metering devices used for the purpose of proportioning materials shall fulfill requirements as to accuracy andtolerance prescribed by the Weights and Measures Division of the State of Arizona and shall be sealed and certified in accordancewith the procedures established by this agency. This certification shall not be over 12 months old and shall be renewed wheneverrequired by the Engineer. When portable plants are set up at a new or temporary location, the scales and scale assembly shall beinspected and certificate issued regardless of the date when the scales were last tested. The Engineer may require the Contractorto run a quick scale check at any time with certified weights furnished by the Contractor and order the scale recertified ifnecessary.

TABLE 725-1

CONCRETE CLASSES MINIMUM REQUIREMENTS

Class of Concrete Min. Cement ContentLbs. Per Cu Yard

Minimum Compressive Strength (1)

at 14 Days psi At 28 Days psi

AA 600 3200 4000

A 520 2400 3000

B 470 2000 2500

C 420 1600 2000

(1) As tested in accordance with ASTM C-39. Maximum slump 5 inches when tested in accordance with ASTM C-143.

Class AA concrete shall be used as specified.

Class A concrete shall be used for concrete structures, either reinforced or non-reinforced, and for concrete pavements.

Class B concrete may be used for curbs, gutters and sidewalks.

Class C concrete may be used for thrust blocks, encasements, fill or over-excavation, etc.

725.2 PORTLAND CEMENT:

Cement to be used or furnished under this specification shall be Portland cement, conforming with the requirements of ASTMC-150, Type II, low alkali, or Portland Pozzolan Cement, conforming with the requirements of ASTM C-595, Type IP (MS), lowalkali, except when another type including high early strength is specified in the special provisions or shown on the plans. TypeV cement (ASTM C-150) shall be specified in the special provisions for use in concrete which will be exposed to contact withsoils or waters containing water soluble sulfates (as S04) in concentration greater than 0.20% by weight of soil or 1500 PPM insolutions. Pozzolonic materials shall not be used as a directly added ingredient in concrete in combination with Portland PozzolanCement.

SECTION 725

725-2

Cement shall be sampled and tested as prescribed in applicable ASTM specifications. The Contractor shall obtain and deliver tothe Engineer a certification of compliance signed by the cement manufacturer, identifying the cement and stating that the cementdelivered to the batching site complies with those specifications. When requested by the Engineer, the Contractor shall furnishhim with 3 copies of said certification. The cost of furnishing tested cement shall be considered as included in the contract bidprice and no additional allowance will be made therefore.

When suitable facilities, as recommended by the Concrete Plant Manufacturer's Bureau, and approved by the Engineer, areavailable for handling and weighing bulk cement, such facilities shall be used. Otherwise the cement shall be delivered in originalunopened sacks that have been filled at the mill and bear the name or brand of the manufacturer. The type of cement, and theweight of cement contained in each sack shall be plainly marked thereon.

Cement shall be stored in such manner as to permit ready access for the purpose of inspection and identification, and so as to besuitably protected against damage by contamination or moisture. Should any lot of bulk cement be delivered to the site showevidence of contamination, the Engineer may require that such lot be removed from the site.

A cement shall not be mixed with any other brand or type unless written permission has first been obtained from the Engineer.All cement used in the manufacture of concrete for any individual structure shall be of the same brand unless otherwise approvedby the Engineer.

725.2.1 Pozzolonic Materials: Pozzolonic materials to be used in concrete or furnished under this specification shall conformto the requirements of ASTM C-618.

If an approved pozzolonic material is used, 15 percent by weight of the Table 725-1 minimum portland cement requirements shallbe replaced. The replacement ratio shall be 1.2 pounds of pozzolan per pound of replaced portland cement. If the class of concreteis not from Table 725-1, the amount of pozzolanic material used will be 17.5 percent of the combined weight of pozzolanicmaterial and portland cement.

Pozzolans shall be sampled and tested as prescribed in ASTM C-618 and ASTM C-311. The Contractor shall obtain and deliverto the Engineer a certification of compliance signed by the Pozzolan supplier identifying the Pozzolan and stating the Pozzolandelivered to the batching site complies with applicable specifications. The cost of furnishing tested Pozzolan shall be consideredas included in the contract bid price and no additional allowance will be made therefore.

Pozzolan material shall be handled and stored in the same manner as portland cement. When facilities for handling bulk Pozzolanare not available, the Pozzolan shall be delivered in original unopened sacks bearing the name and brand of the supplier, the typeand source of the Pozzolan, and the weight contained in each sack plainly marked thereon.

A Pozzolan shall not be mixed with any other brand or type unless written permission has first been obtained from the Engineer.All Pozzolan used in the manufacture of concrete for any individual structure shall be of the same type, and from the same sourceunless otherwise approved by the Engineer.

725.3 AGGREGATES:

Aggregates shall be crushed rock or gravel or a combination thereof and sand conforming to the requirements prescribed in Section701. Prior to the delivery of the aggregates, the Contractor will be required to furnish samples for testing, and shall notify theEngineer as to when and where they will be available. Thereafter, additional required samples shall be furnished at the expenseof the Contractor, but the cost of testing and making the grading analysis will be borne by the Contracting Agency. Samples shallbe taken by the Engineer or in the presence of the Engineer.

No method which may cause the segregation, degradation or the combining of materials of different grading shall be used.

725.4 AGGREGATE GRADING:

Aggregates for each batch of concrete to be prepared shall be combined from materials separately stored in the various sizes andgradations as prescribed in Section 701. The relative proportions of each aggregate used will be as required to meet the provisionsof this specification and will be the responsibility of the Contractor.

SECTION 725

725-3

Except where the amount of concrete for any one job is 10 cubic yards or less, various sizes of both coarse and fine aggregate shallbe proportioned by weight unless permission to do otherwise has first been obtained from the Engineer. Aggregates that areproportioned by volume shall be measured in containers of known capacity. Regardless of the method employed, either by weightor volume, each individually stored size of aggregate shall be proportioned separately, but not necessarily weighed individually.

The maximum size of the aggregate shall not be larger than one-fifth of the narrowest dimension between forms of the membersfor which the concrete is to be used, or larger than 3/4 of the minimum clear spacing between reinforcing bars.

725.5 WATER:

The amount of water shall be varied in accordance with the percentage of free moisture in the material and the requirements ofthe workability of the aggregate.

The equipment for measuring and supplying the water in the mixer shall be so constructed and arranged that the amount of waterto be added to the mixture can be measured, in gallons or by weight, positively and that the predetermined quantity of waterrequired can be discharged rapidly in one operation into the mixing drum without dribbling. Tanks or other equipment formeasuring and discharging water into the mixer shall be sufficiently accurate that the amount of water delivered to the mixer forany batch shall not vary more than 1 percent from the required quantity. Adequate means for determining and checking theaccuracy of the equipment shall be provided and made available to the Engineer at all times.

The water used for mixing with concrete shall be potable and free from oil, vegetable matter and other deleterious substances, andshall conform to the following requirements:

Water for prestressed concrete shall not contain chlorides calculated as sodium chloride in excess of 1,000 parts per million norsulphates calculated as sodium sulphate in excess of 1,000 parts per million nor any sulphates calculated as sulphate in excess of1,000 parts per million. Water shall not contain an amount of impurities that will cause a change in the time of setting of portlandcement of more than 25 percent nor a reduction in the compressive strength of portland cement mortar of more than 5 percentcompared to results obtained with distilled water.

725.6 ADMIXTURES:

Admixtures of any type, except as otherwise specified, shall not be used unless written authorization has been obtained from theEngineer.

If an air-entraining agent is authorized, the amount used will be limited to the extent that the amount of entrained air by volumeshall not be more than 6 percent. Air-entraining agents complying with AASHTO M-154 or ASTM C-260 will be permitted aslong as strength requirements are met. Any admixture shall be measured accurately by mechanical means into each batch byequipment and in a method approved by the Engineer. Any admixtures used shall be included in the bid price for that item.

725.7 PROPORTIONING:

All proportioning equipment shall comply with the standards of the Concrete Plant Manufacturer's Bureau and the certificationrequirements of the Arizona Rock Products Association. The proportioning shall consist of combining the specified sizes ofaggregates, each stored in a separate bin with cement, Pozzolanic Materials, and water as herein provided. Weigh hoppers shallbe charged from bins located directly over the weigh hoppers or from conveyor belts. When conveyor belts are used, there shallbe a separate belt for each size of aggregate.

Bulk cement shall be weighed in an individual hopper and shall be kept separate from the aggregates until the batch ingredientsare released for discharge. The cement hopper shall be attached to a separate scale for individual weighing.

All Pozzolan that is to be incorporated into the concrete as a separate ingredient shall be weighed. When the cement scales areused for weighing both cement and Pozzolan, the cement shall be weighed first. If separate scales are provided, they shall beaccurate to ± 0.3 percent of the scale capacity.

Scales utilized in the proportioning device may be of the springless dial-type or of the multiple-beam type.

SECTION 725

725-4

If the dial-type, the dial shall be of such size and so arranged that it may be read easily from the operating platform.

If the multiple beam-type, the scales shall be provided with an indicator operated by the main beam which will give positive visibleevidence of over or under weight. The indicator shall be so designed that it will operate during the addition of the last 400 poundsof any weighing. The over travel of the indicator hand shall be at least a of the loading travel. Indicators shall be enclosed againstmoisture and dust.

Weighing equipment shall be as recommended by the Concrete Plant Manufacturer's Bureau and be insulated against vibrationor movement of other operating equipment in the plant. When the entire plant is running, the scale reading at cutoff shall not varyfrom the weight designated by the Engineer more than 1 percent for cement, Pozzolan or Cement Pozzolan, 11/2 percent for anysize of aggregate, nor 1 percent for the total aggregate in any batch.

When proportioned at a central mixing plant there shall be an approved moisture meter, accurate within 1/2 percent, installed toindicate the moisture in the fine aggregate.

A concrete mix design carrying the producer's designated mix number of the concrete being furnished under these specificationsshall be submitted to the Contracting Agency at least once each year. In the event there is any change in the source of material,another mix design shall be submitted.

725.8 MIXING:

Machine mixing will be required in all cases other than those in which it would obviously prove to be impractical; in which latterevent hand mixing will be permitted, only to the extent necessary. Regardless of the method employed, mixing shall becommenced as soon as possible after the cement is placed in contact with the aggregates.

The temperature of materials as charged in the mixer shall be such that the temperature of the mixed concrete at the time it isplaced in final position does not exceed 90°F. When the atmospheric temperature at the time of placing concrete is less than 40°F.,the temperature of the concrete, as placed, shall not be less than 60°F.

All concrete mixers shall be of such design and construction, and so operated, as to provide a thoroughly and properly mixedconcrete in which the ingredients are uniformly distributed.

725.8.1 Paving and Stationary Mixers: Paving and stationary mixers shall comply with the standards of the Concrete PlantManufacturer's Bureau and the certification requirements of the Arizona Rock Products Association. They shall be equipped withan accurate automatic timing device so designed and constructed as to lock the discharge lever before aggregate, cement andPozzolan enter the drum, and release such lever only after the specified mixing time has elapsed. The regulation of the setting ofsaid device shall be under the supervision of the Engineer. Water control equipment as described in this specification shall alsobe provided with each concrete mixer.

Mixers shall be maintained in proper and serviceable working condition, and any part or portion thereof that is out of order, orbecomes worn to such extent as to detrimentally affect the quality of mixing, shall be promptly repaired or replaced.

The proper proportions of aggregate, cement, Pozzolan and water for each batch of concrete shall be placed in the mixer, and shallbe mixed for a period of not less than 50 seconds after all such materials are in the drum.

The rotating speed at which the mixer shall be operated shall conform to that recommended by the manufacturer.

The total volume of materials mixed in any one batch shall neither exceed the water level capacity of the mixer nor themanufacturer's catalog rated capacity of the mixer.

725.8.2 Transit Mixers: Transit mixers shall be high quality equipment and meet the requirements of the Truck MixerManufacturer's Bureau and the certification requirements of the Arizona Rock Products Association. Ready mix concrete shallcomply with ASTM C-94 except as herein specified.

SECTION 725

725-5

The total elapsed time between the addition of water at the batch plant and depositing the complete mix shall not exceed 90minutes. Each mixer and agitator shall have attached thereto in a prominent place a metal plate or plates, installed by themanufacturer, on which is plainly marked the capacity of the drum in terms of the volume of mixed concrete and the speed ofrotation for the agitating and mixing speeds of the mixing drum or blades.

Each mixer shall have an identification number painted on the truck in such a location that it can be easily read from the batchingplatform.

The total volume of materials introduced into the mixer for mixing purposes shall not exceed the manufacturer's guaranteed mixingcapacity. If the concrete so mixed does not meet the uniformity requirements of this section, the amount of materials charged intothe mixer shall be reduced.

The rotation speed at which the mixer shall be operated shall conform to that recommended by the manufacturer.

The total volume of materials mixed in any one batch shall neither exceed the water level capacity of the mixer nor themanufacturer's catalog rated capacity of the mixer.

Each batch of concrete placed in the mixer shall be mixed for not less than 70 nor more than 100 revolutions of the drum or blades,at the speed designated by the manufacturer of the equipment as mixing speed. Additional mixing shall be at the agitating speeddesignated by the manufacturer of the equipment. The revolving of the drum shall be continuous until the concrete is completelyemptied from the drum. Before any portion of the materials for any batch of concrete is placed therein, the drum of the mixer shallbe completely emptied of the previously mixed batch.

At the time of delivery to the job site, the Engineer shall be provided with a legible weighmaster's certificate (delivery ticket) whichshall contain the following information:

Date and Truck Number.

Name of the Supplier.

Name of the Contractor.

Specific designation of job (name and location).

Number of cubic yards in the batch.

Type of cement.

Type of Pozzolan, if any.

Time the transit mixer is loaded.

Amount of water added at the job site at request of receiver, and his signature or initials.

Suppliers' mix design code number.

Type and amount of admixture, if any.

Serial number of the ticket.

The type, capacity and manner of operation of the mixing and transporting equipment for ready-mix concrete shall conform to thecurrent Standards for Operation of Truck Mixers and Agitators of the National Ready-Mixed Concrete Association and the TruckMixer and Agitators Standards of the Truck Mixer Manufacturer's Bureau. Water shall not be added to the batch during transit.Additional water may be added at the point of discharge to adjust slump providing the slump after such water addition does notexceed the maximum allowed by these specifications and that water so added is mixed into the batch for a minimum of 30additional revolutions at mixing speed. Loss of cement mortar during discharge which in the opinion of the Engineer would beof sufficient amount to affect the homogeneity of the concrete will be cause for rejection of the load. The Contractor shall beresponsible for all concrete to which water is added at the job site.

SECTION 725

725-6

725.8.3 Hand Mixed Concrete: Hand mixed concrete shall be prepared on a watertight level platform in batches of not to exceed1/3 cubic yard each. The required amount of coarse aggregate shall first be spread on the platform in an even and uniform layer,over which the proper proportion of fine aggregate shall then be likewise spread. The combined depth of both such layers shallnot be greater than one foot. The required quantity of cement shall then be evenly distributed over the fine aggregate; followingwhich the entire batch shall be turned with shovels at least twice before the water is added. The proper amount of water shall thenbe uniformly sprinkled or sprayed over the batch, which shall thereafter be returned with shovels not less than 3 times before beingremoved from the platform.

725.8.4 Drybatched Unmixed Concrete: Should the Contractor elect to use drybatched unmixed concrete, an accurate automaticbatch weight recorder shall be provided to record the quantities of cement, aggregate and water batched into the containers; theweight of cement shall be recorded on either a separate charge from the aggregate or on the same chart using a separate needle.The recorder shall produce an autographic readable record on a visible chart of the weights of each of the materials batched. Afterbatching, the needle on the chart shall return to zero. The chart scale along the ordinate shall be such that the major portion of thechart is used to record the total weights of the aggregates and water, and the cement. The date of batching, the container numberand the batching certificate number shall be recorded on the recorder chart at the time of batching. The recorder charts, or copiesthereof, shall become the property of the Contracting Agency and shall be submitted upon request.

All drybatched unmixed concrete delivered to the job site shall be stored in containers so constructed that the cement cannotcomingle with the water and aggregate within the container. Any admixture added to powder form shall be added to the cement;added in liquid form, it shall be added to the water.

The contents of the container shall be discharged into a mixer at the job site. Following discharge of the first container into themixer, the mixer shall be operated at mixing speeds during the discharge of the remaining containers. After the contents of thelast container have been discharged into the mixer, the concrete shall be mixed as specified in this specification for transit mixers,and drum or turbine type mixers.

Any spillage of cement, aggregate, water or admixture during the filling, transporting, or the discharging of the container, shallbe cause for rejection of the container or the contents of the mixer if any portion of the rejected container is discharged into themixer.

725.9 LOADING AND TRANSPORTATION OF MATERIALS AND MIXED CONCRETE:

The compartments of trucks or other equipment used for the purpose of transporting proportioned aggregates, bulk cement ormixed concrete, shall be sufficiently high and tight, and otherwise suitably constructed and adequately protected, to prevent lossor leakage of the contents thereof during transit or charging.

725.10 TESTS:

Concrete specimens for compression tests will be taken in the field by a representative of the Engineer in accordance with ASTMC-172 and C-31 or AASHTO T-23, except as noted hereinafter.

Concrete samples shall be taken from the approximate middle 50 percent of the batch in an uninterrupted stream from the chutedirectly into the wheelbarrow or similar equipment. Where excessive slump is suspected, a controlling slump test may be madefrom any portion of the batch, except for the approximate 5 percent on each end of the discharge. If excessive slump is verified,at any time, the remainder of the load shall be rejected and removed from the project and a set of cylinders for compressivestrength shall be taken from the batch, if any concrete from the batch was placed. The rate of discharge of the batch shall beregulated by the rate of revolutions of the drum and not by the size of the gate opening. Specimens for compression tests shall bestored in the field in accordance with methods approved by the Contracting Agency and protected from vibration and otherdisturbances, for a minimum of 28 hours and maximum of 76 hours. A maximum storage period would be involved only whereweekends or holidays are involved. Cylinders stored in the field for the maximum period shall have the same validity as cylindersthat have been stored overnight and brought in the following day.

Not less than 4 cylinder specimens will be made for each 50 cubic yards of each class of concrete with a minimum of 4 specimensfor each class placed or not less than 4 specimens for each half-day's pour. Specimens will be tested in a laboratory designatedby the Engineer in accordance with ASTM C-39 at the expense of the Contracting Agency.

SECTION 725

725-7

Two cylinders shall be tested at 14 days. If their strength meets or exceeds the minimum 14-day requirements, the ContractingAgency will accept the concrete. The Engineer may test the other two cylinders at 28 days or discard at 60 days.

If this strength does not meet the 14-day requirement, the Contractor shall schedule and pay for two cores to be taken, on the 29thday, from the area of concrete represented by the cylinders. The Engineer shall be present when the coring is accomplished oradditional cores will be required.

The Engineer will test the remaining two cylinders on the 28th day. If this test meets or exceeds the 28-day minimum compressivestrength requirement, the Contracting Agency will accept the concrete and the Contractor may cancel the scheduled coring.

If the 28-day cylinder test does not meet the minimum 28-day compressive strength requirement, the cores will be tested inaccordance with ASTM C-42 in a laboratory designated by the Contracting Agency. If the cores meet or exceed the minimum28-day strength, the concrete will be accepted by the Contracting Agency.

If the strength of the 28-day cylinders and the strength of the cores as calculated in accordance with ASTM C-42 are deficient,the Contractor shall remove all of the concrete represented by the failing test specimens with the exception that if the Contractorbelieves that the deficient concrete was confined to a single batch, he may immediately cut a minimum of 4 additional cores, twoon either side of the affected batch. The cores would be compared with the minimum specified compressive strength, for thepurpose of defining the confines of the deficient concrete. All coring done to establish this premise would be at the expense ofthe Contractor. Evaluation of the cores shall be by the Engineer, or by a substitute agent designated by the Contracting Agency,and his decision shall be final.

725.11 ACCEPTANCE:

Concrete represented by a strength test of at least 95% of the required 28-day compressive strength will be acceptable. All concretefailing to meet this requirement as evidenced by tests of either standard cylinder or drilled core specimens shall be rejected,removed and replaced by the Contractor at the Contractor's expense.

When concrete is accepted on the basis of strength tests of less than 100% of the required minimum 28-day compressive strength,an adjustment in the contract unit price will be made for the quantity of concrete represented by such strength tests in accordancewith the following schedule:

Adjustment in Contract Unit Price for Strength Deficiency

Percent of Specified Minimum 28-Day Compressive Strength Attained (Nearest1%)

Percent of Concrete Unit PriceAllowed

100% or greater 100

98-99 90

96-97 85

95 80

SECTION 726

726-1

CONCRETE CURING MATERIALS

726.1 GENERAL:

Curing materials shall consist of waterproof paper, polyethylene film or liquid membrane-forming compounds which, when appliedto fresh concrete, will inhibit moisture loss and reduce temperature rise during the curing period. All curing materials and methodsshall be approved by the Engineer prior to use. Wet coverings such as burlap, cotton mats, or other moisture-retaining fabrics alsomay be used, or may be required by special provisions.

726.2 MATERIALS:

(A) Waterproof paper, or polyethylene film, shall conform with AASHTO M-171.

(B) Liquid membrane-forming compounds shall conform with AASHTO M-148. Type 1 compound with either a Class A orClass B vehicle shall be used for concrete structures, except bridge decks. Type 2 compound, with either a Class A or Class Bvehicle shall be used for portland cement concrete pavement, bridge decks and approach slabs.

(C) Burlap cloth made from jute or kenaf shall conform to AASHTO M-182.

SECTION 727

727-1

STEEL REINFORCEMENT

727.1 GENERAL:

The following specifications set forth the requirements for bar reinforcement, wire reinforcement, and wire mesh reinforcement.The reinforcement shall conform accurately to the dimensions and details indicated on the plans or otherwise prescribed and beforebeing placed in any concrete work, shall be thoroughly cleaned of all loose rust, mill scale, mortar, oil, dirt, or coating of anycharacter, which would be likely to destroy, reduce, or impair its proper binding with the concrete.

No reinforcing steel will be accepted under this specification until it has been approved by the Engineer. When required by theEngineer, the Contractor or supplier shall furnish a spot sample taken on the project and notify the Engineer as to when and wherethey will be available. Such samples shall be furnished at the expense of the Contractor or supplier, but the cost of any testing thatmay be required will be borne by the Contracting Agency. Samples shall only be taken in the presence of the Engineer. TheContractor shall furnish 3 certified mill test reports or certificates of compliance for each heat or size of steel which can be clearlyidentified with the lot. When such information has been furnished, placing of the steel will not be held up until results of spotsamples have been received. Unless otherwise specified, all reinforcing steel bars shall be deformed intermediate grade 40 billetsteel conforming with ASTM A-615 and the shapes shall conform with ASTM B-670.

In testing bar reinforcement, only the theoretical cross-sectional area will be used in all computations.

Bending of steel shall conform to the requirements of ACI-318.

The various grades of steel shall not be used interchangeably in structures.

727.2 WIRE REINFORCEMENT:

Wire reinforcement shall in all respects fulfill requirements prescribed in ASTM A-82.

727.3 WIRE MESH REINFORCEMENT:

Mesh reinforcements shall conform to ASTM A-185. The gage of the wire and the dimension of the mesh will be specified in thespecial provisions or shown on the plans. The wire mesh reinforcement shall be so constructed as to retain its original shape andform during necessary handling. The effective cross-sectional area of the metal shall be equal to that specified or indicated on theplans.

727.4 WIRE TIES:

Wire for ties shall be black, annealed, not lighter than 16 gage.

SECTION 728

728-1 Revised 2000

CONTROLLED LOW STRENGTH MATERIAL

728.1 GENERAL:

Controlled Low Strength Material (CLSM) is a mixture of portland cement, aggregate and water that, as the cement hydrates, formsa soil replacement. CLSM is a self-compacting, flowable, cementitious material that is primarily used as a backfill or structuralfill in lieu of compacted fill or unsuitable native material.

728.2 MATERIALS:

Portland Cement shall conform to Section 725.2.Coarse and fine aggregates shall conform to Section 701.Water shall conform to Section 725.5.

728.3 PROPORTIONING OF MIXTURES AND PRODUCTION TOLERANCES:

Proportioning of the mixture shall comply to Section 701.3.5, Section 725.7 and Table 728-1. A mix design shall be submittedwith test data for the Engineer’s approval prior to the excavation for which the material is intended for use.

TABLE 728-1

CONTROLLED LOW STRENGTH MATERIAL REQUIREMENTS

Description of CLSM

Cement Content, lbs/cu yd

Slump,inches

Compressive Strength at 28days, psi

1/2 Sack CLSM 47 ±5% 7 ±1 70 ±30

1 Sack CLSM 94 ±5% 7 ±1 150 ±50

1 1/2 Sack CLSM 141 ±5% 7 ±1 425 ±75

Notes for Table 728-1:The values specified in the table are for both mix design requirements and field production. The deviations are for production,testing and sampling tolerances.Slump shall be tested in accordance with ASTM C-143. Flow consistency test can be substituted for the slump test. When used,the CLSM shall have a flow consistency of 8 inches as tested in accordance with ASTM D-6103.Compressive strength shall be tested in accordance with ASTM D-4832 . The supplier shall provide laboratory and/or field testdata to verify the design strength.Sampling shall be in accordance with ASTM D-4832. Unit weight shall be obtained by ASTM D-6023.Temperature shall be taken in accordance with ASTM C-1064.Cement content shall be tested in accordance with ASTM D-5982.

Where CLSM is to be used as backfill around gas pipelines (totally encapsulating the gas pipeline), the material shall meet aminimum permeability coefficient (k) of 1 x 10-5 cm/sec or more, based on ASTM D-5048.

728.4 MIXING:

The total elapsed time between the addition of the water and placement of the complete mix shall not exceed 90 minutes. TheEngineer may waive this limitation if the slump is such that the material can be placed without addition of water.

Mixing shall continue until the cementitious material and water are thoroughly dispersed throughout the material. Mixes shall behomogenous, readily placeable and uniformly workable. Proportioning of ingredients shall produce consistency, durability,workability and other required properties appropriate for the intended usage. When the CLSM is mixed other than at the projectsite, the mixing shall comply with Section 725.8. When the CLSM is mixed at the job site, the Contractor will submit for theEngineer’s approval, the methods, equipment and procedures for proportioning and mixing of the material.

SECTION 729

729-1

EXPANSION JOINT FILLER

729.1 PREMOLDED JOINT FILLER:

Expansion joint filler materials shall consist of premolded strips of a durable resilient compound and comply with ASTM D-1751,D-1752, or D-2628, as specified by the Contracting Agency.

729.2 POUR TYPE JOINT FILLERS:

Pour type joint fillers shall comply with ASTM D-1850, D-1190, D-1854, or with the following formulation, as specified by theContracting Agency.

Asphalt latex joint filler shall consist of asphalt latex emulsion and sodium fluosilicate furnished in separate containers and mixedon the site. The emulsion shall consist by volume of 60 parts AR-1000 asphalt conforming to the requirements of Section 711,40 parts of synthetic latex, GRS-Type 4, and 5 to 10 parts of sodium fluosilicate, half strength. The emulsion and sodiumfluosilicate shall not be mixed until the joint is ready to be filled. The amount of sodium fluosilicate to be mixed with the emulsionshall be approximately 3 to 5 percent by weight of the emulsion. The joint to be filled shall be thoroughly cleaned and surface dry.

The sealing compound shall consist of paving asphalt, Grade AR-1000 conforming to the provisions of Section 711, emulsifiedwith rubber latex in the presence of a suitable emulsifying agent. Rubber latex designated as GRS-Type 4, or any other approvedtype, containing approximately 40 percent solids.

The resulting emulsion shall consist of a minimum of 55 percent of paving asphalt and a minimum of 36 percent of rubber latexand shall conform to the requirements set forth in Table 729-1.

TABLE 729-1

ASPHALT-LATEX EMULSION JOINT SEALING COMPOUND

SPECIFICATIONDESIGNATION

TESTMETHOD LIMITS REMARKS

Furol Viscosityat 77°F.

AASHTOT-72

50-250seconds

Before adding gelling agent.

Sieve Test AASHTOT-59

1% Max. Before adding gelling agent.

Penetrationat 77°F.

ASTMD-217

50-250 The penetration test is made on a speciman prepared by stirring5% of sodium fluosilicate into the asphalt latex emulsion in a 6ounce deep ointment can. The specimen is then allowed to standin the air at a temperature of 77°F. ± 2° for a period of 30 minutesand is then penetrated with a grease cone under a total load of 150grams.

Elasticity 70% Min. After addition of 5% of sodium fluosilicate and curing for 24hours at 100°F. ± 2°, the specimen shall have an elastic recoveryof not less than 70%.

Dehydration Loss 30%maximum

Twenty-five grams of emulsion, prior to adding the gelling agent,is placed in an 8 ounce flat ointment can and dehydrated in asuitable oven maintained at a temperature of 200°F. ± 2° for aperiod of 24 hours.

Time of Set 15-60minutes

After mixing the emulsion with 1% to 4% by weight of powderedsodium fluosilicate the emulsion shall harden or develop a set infrom 16 to 60 minutes, under field conditions.

SECTION 729

729-2

729.3 TEST REPORT AND SHIPMENT CERTIFICATE:

Each shipment shall be accompanied by a certificate in triplicate from the supplier that the material will comply with the abovespecifications and such certificate shall be delivered to the Engineer. The certificate shall show the shipment number for the entirelot of material contained in the shipment and shall also show a list which will enable the Engineer to identify each individualcontainer by the supplier's batch number, with which each container shall be plainly marked.

729.4 APPLICATION:

At no time shall emulsion types be subjected to a temperature below 40°F. Prior to application, the material may be warmed, ifnecessary, to permit proper pouring of the joints. The method of heating shall be carefully controlled to avoid overheating of anypart of the container or mixture and under no circumstances shall emulsions be heated to a temperature greater than 130°F.

Joints and cracks shall be thoroughly cleaned by hand or mechanical means immediately in advance of pouring the filler material.When new pavement has been cured by the Pigmented Sealing Compound Method, the joints and cracks shall be thoroughlyscrubbed by means of a wire brush or a cloth mop saturated with gasoline or by other approved means.

All joints and cracks shall be surface dry before application of the joint sealer. No sealer shall be placed during unsuitable weatheror when the atmospheric temperature is below 50°F., or when weather conditions indicate that the temperature may fall to 32°F.within 24 hours.

The joints and cracks shall be filled in a neat and workmanlike manner by means of a cornucopia pot or other approved method.

SECTION 735

735-1

REINFORCED CONCRETE PIPE

735.1 GENERAL:

These specifications cover reinforced concrete pipe and related structures intended to be used for conveyance of sewage, industrialwaste, storm and irrigation water.

The size, type, and D-load of the concrete pipe to be finished shall be as shown on the plans, or as specified under the item of workfor the project of which the pipe is a part and shall be for pipe installed by the open-cut method of construction.

When specified in the special provisions, four sets of pipe line layout drawings shall be furnished to the Engineer prior to themanufacture of the concrete pipe. Catch basin connector pipe need not be included in the pipe line layout; however, pipe stubsshall be included. In lieu of including catch basin connector pipe in the pipe layout, a list of catch basin connector pipes shallaccompany the layout. The connector pipe list shall contain the following information.

(A) Size and D-load of pipe.

(B) Station at which pipe joins main line.

(C) Number of section of pipe, length of section, type of sections (straight, horizontal bevel, vertical bevel, etc.).

The pipe layouts will be used by the Contracting Agency for reference only, but their use shall in no way relieve the Contractorof the responsibility for the correctness of the layout.

(D) All pipe installed in tunnels shall be ASTM C-76, Class III. Pipe stronger than that specified may be furnished at theContractor's option, and at no additional cost to the Contracting Agency, provided such pipe conforms in all other respects to theapplicable provisions of these specifications.

Whatever struts or other protective methods proved necessary to furnish and install the pipe to meet the limitation of cracks asspecified herein, shall be provided and maintained throughout pipe handling and transportation.

735.2 QUALITY:

Reinforced concrete pipe shall be manufactured and tested in conformance with the requirements of ASTM C-76, except asmodified herein.

All reinforced concrete pipe less than 36 inch inside diameter shall include an area of reinforcing steel in the bell not less than thearea required for the circumferential reinforcement in the wall of the pipe.

735.3 CURVES, BENDS AND CLOSURES:

Horizontal and vertical long-radius curves shall be formed by bevel adapters or by beveling the straight pipe joint. The bevel ofthe pipe shall not exceed 5 degrees and the total angular deflection, for beveled pipe, shall not exceed 10 degrees. Small angularchanges may be made with straight pipe provided that the joint opening does not exceed 3/4 inch. Short radius curves and closuresshall be formed with fabricated specials; however, the angular deflection of any segment of the fabricated section shall not exceed10 degrees.

735.4 MATERIALS:

Except when otherwise permitted by the Engineer, no materials other than water, portland cement, Pozzolanic materials, mineralaggregates and steel shall be used in the manufacturing of the pipe, conforming to ASTM C-76, with the following exceptions:

SECTION 735

735-2

(A) Portland Cement: Portland cement shall comply with ASTM C-150, Type II, low alkali. The pipe manufacturer shall supplya cement mill certificate in triplicate for each load of cement delivered, showing the specification, type, chemical analysis, andquantity. In lieu of the above, on stockpiled pipe the manufacturer shall certify that the type of cement used meets thisspecification. The pipe manufacturer shall also certify in writing that the cement content of the concrete complies with thespecifications as to yield per cubic yard of concrete poured.

(B) Pozzolanic Materials: Pozzolanic materials shall conform to Subsection 725.2.1 and ASTM C-618. If an approvedPozzolanic material is used, 17.5 percent of the combined weight of Pozzolanic materials and portland cement shall be Pozzolanicmaterial.

(C) Mixture: The proportion of portland cement or combination of portland cement and Pozzolanic material in the mixture shallnot be less and 564 lbs. per cubic yard of concrete.

(D) Concrete Admixtures: The pipe manufacturer shall certify in writing that no calcium chloride or admixture containingcalcium chloride has been used in the manufacture of the pipe. Other admixtures may be used if approved by the Engineer. Thepipe manufacturer shall certify to the brand and chemical content of such admixtures used.

(E) Steel Reinforcement: The pipe manufacturer shall supply 3 copies of mill certificates showing heat numbers, chemicalanalysis, and physical tests on reinforcing steel. In lieu of the above, on stockpiled pipe the manufacturer shall certify that the typeof steel used meets this specification. The number of steel wraps shall not be less than 5 percent below that shown on the shopdrawing for any one pipe.

(F) Rubber Gaskets shall comply with Section 765.

735.5 MANUFACTURER'S QUALIFICATIONS AND EQUIPMENT REQUIREMENTS:

The manufacturer shall be competent to manufacture the type, size and quality of pipe; in addition, he shall have satisfactory curingand storage facilities, and satisfactory financial resources.

Calibration of Cement and Aggregate Scales: The pipe manufacturer shall make whatever alterations are necessary to hisequipment to enable the Contracting Agency's Sealer or State Inspector of Weights and Measures to check, calibrate, and seal theaggregate and cement scales used in the pipe production.

735.6 CURING OF PIPE:

(A) Steam Curing: The manufacturer shall provide adequate steam plant, piping, enclosures, and other facilities for curing thepipe. The enclosures shall be such that the temperature is maintained continuously between 110 and 150°F.

(B) Curing of the pipe shall not commence until the concrete has attained its initial set, but in any event not sooner than 1 hournor later than 8 hours after placing of the concrete. Rate of rise of temperature shall not exceed 30° per hour.

(C) Water Curing: The pipe shall be kept moist during daylight hours. The pipe, including the ends, shall be covered with burlapfor the first 3 days, except that, if the pipe is kept constantly and completely wet with fog sprays during the daylight hours, theburlap covering may be omitted. If the manufacturer fails to proceed immediately with the required water curing he shall seal thesurfaces of the concrete, except joint surfaces that are to be grouted, with an approved, white pigmented sealing compound inaccordance with Section 726.

735.7 TESTS AND ACCEPTANCE:

(A) Basis of Acceptance: The basis of acceptance for the reinforced concrete pipe shall be in accordance with ASTM C-76 bythe method stated in the special provision and as amended herein. However, the purchaser may, at his option, make concretecylinder tests for the purpose of determining release dates for shipment of the pipe and for his information in regard to generalquality of the concrete.

(B) Segregation of Material: The slump of the concrete mix shall not exceed 4 inches so as to preclude excessive segregationof the materials used and shall be proportioned so that the result shall be a homogeneous concrete mixture of such quality that thepipe will conform to the tests and design requirements of these specifications.

SECTION 735

735-3

(C) A pipe has failed the D-load test when the opening crack exceeds .01 inch for a distance of 1 foot when measured at closeintervals. These measurements are taken within the 1 foot measured span only when the crack line is more or less parallel to theaxis of the pipe, as it is obvious that where the crack deviates substantially from parallel, and approaches a direction normal tothe axis, that the edges of the crack tend to slip past each other, instead of opening up under load. The intent of the test is tomeasure the crack opening under stress.

(D) Porous or honeycomb concrete areas 6 inches or less in diameter may be removed and repaired. Pipe having defects orrepairs greater than 6 inches in diameter will not be accepted.

(E) Any crack exceeding 1 foot in length that goes completely through the pipe, is not considered acceptable whether repairedor not, except that a single end crack that does not exceed the depth of the joint as measured from the end to the inside shoulderis acceptable.

(F) Any crack that is .01 inch in width for one-sixteenth inch in depth or deeper, for a length of 1 foot or more and continuesas a hairline crack down to the reinforcing steel for over 1/2 the length of the pipe is not considered acceptable whether repairedor not.

(G) A single continuous hairline crack which does not extend to the reinforcing steel and not in excess of .01 inch in width fora distance of 1 foot is acceptable without repair. This type of crack, longer than 1 foot shall be repaired.

(H) Repairs shall be made by filling the defect with epoxy under pressure or by chipping out a V-section to the full depth of thedefect and repairing with an approved patching compound. The composition of the patching compound shall be furnished to theEngineer for approval.

(I) The words regarding acceptability and repairability in the above paragraphs shall also apply when the crack occurs afterloading of the pipe in the trench with backfill. Cracks wider than .01 inch shall be assumed to indicate overstress of the steel. Insuch case, the defective portion of the installation shall be replaced or repaired in a manner acceptable to the Engineer. Afterstructural repairs are completed, the remaining cracks shall be filled as required above. All corrective measures shall be at theexpense of the Contractor.

(J) Blisters: All pipe joints having blisters involving less than 1/4 the interior surface area shall be repaired by removing all loosematerial and exposing all hollow area and replacing with fresh concrete properly bonded, with an acceptable bonding agent, andcuring the repair with membrane coating. Blisters with larger areas are not considered to be repairable or acceptable.

(K) Painting of pipe, or portion of pipe, with grout to cover defects, minor or major, will not be permitted until approved by theEngineer.

(L) Where the modified or special design method, under ASTM C-76 is elected, acceptance on the basis of material tests andinspection of manufactured pipe for defects and imperfections shall be as stated in ASTM C-76, and as amended herein. However,one joint of each size and D-load shall be selected by the Engineer for test purposes, and shall be tested for strength by the 3 edgebearing method, ASTM C-497, with the results being used for confirmation of the submitted design for this D-load. If the pipesection tested fails in compression or shear before reaching the D-load specified, the test shall be considered a failure. Additionalsections of the same diameter size and class shall be tested as specified above until the load requirements are met for the D-loadstrength. This test procedure shall be accomplished only once per manufacture regardless of the number of contractors he supplies.Placing of reinforcing steel in the test section of pipe to control shear cracks will not be permitted.

Requirements regarding defects shall be the same as stated above for standard pipe.

SECTION 735

735-4

Concrete test requirements specified under compression tests of ASTM C-76 shall be amended in part to read as follows: “Theaverage of any 5 consecutive strength tests of the laboratory-cured specimens shall be equal to or greater than the specifiedstrength set forth in Tables III, IV, or V, and not more than 20 percent of the strength tests shall have values less than the specifiedstrength. If more than 20 percent have values less than the specified strength, the lot represented shall be considered to be defectiveand not acceptable. In no case shall any cylinder tested fall below 80 percent of the specified design strength. If any one cylinderfalls below 80 percent of the specified design strength, then the entire production represented by that cylinder will not be acceptedfor purchase by the Contracting Agency unless the Contractor can demonstrate by coring to the satisfaction of the Engineer, thatthe cylinder in question is not representative of the entire production, or is representative of only a portion of the entireproduction.”

During the fabrication of the pipe, concrete cylinders shall be made from a representative sample of the concrete. Concretecylinders and slump tests shall be made by the Engineer or under his direct supervision. A set of cylinders shall consist of three.A minimum of one set shall be made for each day's production.

In vibrated and spun pipe, where the slump of the concrete approaches 0, the cylinders shall be made as follows:

Fill the cylinder can in 3 equal layers. Each layer shall be vibrated and assisted by rodding or other mechanical contrivancesimultaneously until the moisture comes to the surface. Care shall be taken that the material is not over-vibrated which will causesegregation. When the moisture rises to the surface of the third layer, it is struck off and leveled. The cap is put on the cylinderand it is marked for identification. It shall then be steam cured in the same manner as the pipe, at the conclusion of which, thecylinders shall be brought into the laboratory for standard moist curing until the prescribed time for the compressive test.

The cylinders shall be made according to ASTM C-31 where the pipe is manufactured with concrete that has enough slump forthe material to be hand rodded. For reinforced concrete pipe made by the centrifugal method, the manufacturer may substitutecentrifugally cast test cylinders for standard test cylinders. Centrifugally cast cylinders shall be made in accordance with AWWAC302 and cured in the same manner as normal test cylinders, except that the net area of the hollow cylinder will be used todetermine the compressive strength.

735.8 DOWNGRADING OF PIPE:

For the purpose of these specifications, downgrade pipe shall be defined as pipe which is to be used under loads less than that forwhich they have been designed.

735.9 SANITARY SEWER PIPE:

In addition to the above, sewer pipe shall meet the requirements of ASTM C-76, reinforced concrete pipe having O-ring RubberGasket Joints with an interior lining of plastic liner plate in accordance with Section 741.

(A) Pipe Design: The wall thickness and the amount of circumferential reinforcement shall not be less than that required for theD-load indicated on the plans and required by the specifications. The calculations for wall thickness and amount of steel area perfoot of pipe, having concrete lining, shall be for a pipe 2 inches larger in internal diameter than that specified on the plans. Theadditional concrete lining shall not be considered in the calculation for the area of steel required, nor in any of the loadcalculations.

D-load class of pipe and the date poured shall be plainly marked inside each pipe section. Specific approval must be obtained, priorto submitting a bid, to decrease the cover over the reinforcing steel at the joint should the steel interfere with the rubber gasketin the groove at the spigot end.

(B) Pipe Construction: Tamped or packer head pipe will not be allowed. Pipe having concrete lining shall have the internaldiameters indicated on the plans, measured to the inside of the additional 1 inch of covering. The various sizes of pipe shall becentrifugally spun. Pipe having plastic liner plate shall be vibrocast to 1/2 inch tolerance to match the unlined pipe of the D-loadindicated on the plans.

(C) Test and Acceptance: In addition to the statements above, any crack that goes completely through the pipe, regardless oflength of crack is not considered acceptable whether repaired or not, except that a single end crack that does not exceed the depthof the joint as measured from the end to the inside shoulder is acceptable.

SECTION 735

735-5

735.10 ACCEPTANCE MARK:

The Engineer may, at the place of manufacturer, indicate his acceptance of the pipe for delivery to the job by marking the pipewith the Contracting Agency's mark. Such acceptance, however, shall not be considered a final acceptance.

If the pipe is subsequently rejected, the mark placed thereon by the Engineer shall be defaced.

SECTION 736

736-1

NON-REINFORCED CONCRETE PIPE

736.1 GENERAL:

The size and classes of the non-reinforced concrete pipe to be furnished shall be as shown on the plans, or as specified under theitem of work for the project of which the concrete pipe is a part.

Strength classes of non-reinforced concrete shall be as identified in ASTM C-14, Class 1 non-reinforced concrete pipe. Class 2non-reinforced concrete pipe, or Class 3 non-reinforced concrete pipe.

Unless otherwise specified, Class 3 non-reinforced concrete pipe will be used.

736.2 MATERIALS:

Materials used in manufacturing the pipe shall be as specified in ASTM C-14, with the following exception:

Cement shall conform to ASTM C-150, Type II, low alkali. Samples and testing shall conform to the methods designated therein.The pipe manufacturer shall supply a cement mill certificate, in triplicate, for each load of cement delivered, showing thespecification, type, chemical analysis, and quantity. On stockpiled pipe in lieu of the above, the manufacturer shall certify thatthe type of cement used meets this specification. Satisfactory facilities shall be provided for identifying, inspecting, and samplingcement at the mill, the warehouse, and the site of the work. The Contracting Agency shall have the right to inspect the cement andobtain samples for testing at any of these points. The cement shall be stored in a weathertight, dry, well ventilated structureapproved by the Engineer. Cement salvaged by cleaning cement sacks, mechanically or otherwise, shall not be used in the work.Cement containing lumps will be rejected and shall immediately be removed from the site of the work. If the temperature of thecement exceeds 150°F., it shall be stored until cooled to that temperature.

736.3 PIPE JOINTS:

The joints may be tongue and groove mortared joints, or similar to R-4 or modified R-4 Bureau of Reclamation Through-Bell typejoints using O-ring rubber gaskets. With rubber gasket joints, inside mortaring and outside grouting is not required. Tongue andgroove joints shall be mortared inside and grouted outside. Grouting of outside joints shall be by the diapering method.

736.3.1 Cement Mortar Joints:

(A) The mortar or grout shall consist of 1 part portland cement and 2 parts sand, by volume. The quantity of water in the mixtureshall be sufficient to produce a soft workable mortar, but shall in no case exceed a water-cement weight ratio of 0.53. Whereoutside joints are made by the diaper method, the grout shall be composed of 1 part cement to 3 parts sand, and shall be mixedto the consistency of thick cream. The sand shall conform to Section 701, and the cement shall conform to Section 725.

(B) The pipe ends shall be thoroughly cleaned and wetted with water before the mortar or grout is placed. No backfilling aroundthe joints shall be done until the joints have been fully inspected and approved.

(C) Mortar joints shall be cured by keeping them wet for 3 days or by using a curing compound.

736.3.2 Rubber Gasket Joints: Rubber gaskets shall comply with Section 765.

736.4 CURVES, BENDS AND CLOSURES:

Horizontal and vertical long-radius curves shall be formed by slight deflection at the joints, provided that the maximum jointopening caused by such deflection shall not exceed 3/4 inch. Short radius curves shall be formed by straight pipe in which thejoints are beveled. The bevel of the pipe shall not exceed 5 degrees, and the total angular deflection for beveled pipe shall notexceed 10 degrees at any joint.

SECTION 736

736-2

736.5 CARE OF PIPE AND MATERIALS:

All pipe and materials shall be manufactured, handled, loaded, shipped and unloaded in such manner as to be undamaged and insound condition, in the completed work. Particular effort shall be exercised to protect the ends of pipe. Repairs on damaged pipeshall be made to the satisfaction of the Engineer, otherwise they shall not be used in the work and shall be replaced with an equalpipe or special in an acceptable condition. At all times rubber gaskets shall be stored in a cool, dark place until ready for use.

736.6 TESTS:

Before pipe is delivered to the job site for use in any work under the contract, test pipes shall meet the requirements of thehydrostatic pressure test and the loading test described in ASTM C-14. The test shall be made at the point of manufacturer andshall be made under the presence of the Engineer.

SECTION 737

737-1

ASBESTOS-CEMENT PIPE AND FITTINGS FOR STORM DRAIN AND SANITARY SEWER

737.1 GENERAL:

This specification covers storm drain and sanitary sewer pipe for conveying storm water and sewage in nonpressure pipe for gravityflow systems. Pipe, couplings and fittings shall conform to:

(A) Storm Drain: ASTM C-663, Type I.

(B) Sanitary Sewer: ASTM C-428, Type II and lined as specified below.

737.2 CLASSES:

All asbestos-cement storm drain and sanitary sewer pipe shall be designated as either Class 1500, 2400, 3300, 4000, or 5000 basedupon the respective crushing strength for which it is designated and tested. Pipe and fittings shall be furnished in the size and classdesignated on the plans.

737.3 LENGTH OF PIPE:

At least 90 percent of the total pipe of any one size and class, excluding short lengths, shall be in standard lengths. The remainingpipe may be in random lengths of not less than 7 feet, however, short lengths for making connections to manholes or otherstructures are permitted as indicated in Table 737-1.

Pipe directly connected to or supported by rigid structures shall not have a length beyond the rigid support provided by thestructure in excess of that shown in Table 737-1. Such structures include manholes and foundation walls and cradles. This lengthlimitation need not apply (full length may be used) if a flexible joint is provided at the point of juncture and the pipe from thatpoint does not rest on the structure.

TABLE 737-1

ASBESTOS-CEMENT PIPE LENGTHS

Pipe Size Allowable Length of Pipe

6O 3N-3O

8O-24O 6N-6O

30O-36O 13N-0O

737.4 COUPLINGS:

Couplings shall conform to the same physical requirements as for the class of pipe with which they are to be used. Storm draincouplings may be plastic collars sized to fit the machined end of the pipe and composed of a plastic conforming to ASTM D-1248,Type II, Grade 3.

737.5 FITTINGS:

Asbestos-cement storm drain and sewer pipe wyes, tee, elbows or other fittings shall conform to the same physical requirementsas for the class of pipe with which they are to be used.

737.6 RUBBER RINGS:

Each asbestos-cement coupling shall have 2 joint sealing rings conforming to the requirements of ASTM D-1869. This materialspecification shall also apply to the rings furnished for use with fittings.

SECTION 737

737-2

(A) Storm drain pipe shall have synthetic or natural rubber rings, where resistance to oil or solvents is not required.

(B) Sanitary sewer pipe shall have synthetic rubber rings, where resistance to oil or solvents is required.

737.7 INSPECTION AND TESTING:

The uncombined calcium hydroxide in the asbestos-cement pipe, fittings and couplings shall not exceed:

(A) Three percent for storm drains

(B) One percent for sanitary sewers

When tested in accordance with ASTM C-500. Certified copies of all tests shall be submitted to the Engineer for each lot of pipefurnished.

In addition the Contracting Agency may require all inspection and testing to be performed in the United States of American at themanufacturer's plant or at a testing laboratory approved by the Contracting Agency.

737.8 SANITARY SEWER PIPE LINING:

Asbestos-cement pipe and fittings used for sanitary sewers shall be lined with an epoxy resin base of 100 percent solids content(solvent free) with a minimum lining thickness of 32 mils. The lining and its application shall conform in all other respects toASTM C-541 and NSF Criteria C-7.


738-1 Revised 2003

HIGH DENSITY POLYETHYLENE PIPE & FITTINGS FOR STORM DRAIN & SANITARY SEWER

738.1 GENERAL:

This specification covers the requirements of profile-reinforced and corrugated (Type S or Type D) high density polyethylene(HDPE) pipe manufactured per ASTM F-894, AASHTO M-252 or AASHTO M-294 for gravity flow, low pressure storm drainand sanitary sewer systems. When noted on the plans or in the special provisions, gravity flow, low pressure storm drains andsanitary sewers may be constructed using HDPE pipe. The HDPE pipe will be of the sizes 8 inch diameter through 120 inchdiameter. For the purpose of this specification, low pressure is defined as the test pressures of 3.5 psi of air or 4 feet of water asspecified in Section 615.10.

All pipe joints shall conform to the controlled pressure test of 10.8 psi of air or 25 feet of water as stipulated in ASTM D-3212.

The size and class of the HDPE pipe to be furnished shall be designed by the Engineer and shown on the plans or in the projectspecifications. At no time will the class designed be less than RSC-63 for profile pipe, or minimum equivalent Pipe Stiffness (PS)for corrugated pipe per the requirements of AASHTO M-252 or AASHTO M-294.

738.2 MATERIALS:

738.2.1 Base Material Composition: Profile pipe base material and fittings shall, in accordance with ASTM F-894, be madefrom a PE plastic compound meeting the requirements of Type III, Class C, Category 5, Grade P34 as defined in ASTM D-1248and with established hydrostatic design basis (HDB) of not less than 1250 psi for water at 73.4 degrees F. as determined inaccordance with Method ASTM D-2837. Materials meeting the requirements of cell classification PE 334433 C or higher cellclassification, in accordance with ASTM D-3350 are also suitable. Corrugated pipe base material shall comply with therequirements of AASHTO M-252 (Type S) or AASHTO M-294 (Type S or D) and have a minimum cell classification PE335420C.

738.2.2 Other Pipe Materials: Materials other than those specified under Base Materials shall comply with ASTM F-894,AASHTO M-252 or AASHTO M-294.

738.2.3 Gaskets: Rubber gaskets shall be manufactured from a natural rubber, synthetic elastomer or a blend of both and shallcomply in all respects with the physical requirements in ASTM F-477.

738.2.4 Water Stops: Water stops shall be manufactured from a natural or synthetic rubber and shall conform to the requirementsof ASTM C-923. The water stop shall have expansion rings, a tension band, or a take-up device used for mechanicallycompressing the water stop against the pipe.

738.2.5 Thermal Welding Material: The material used for thermally welding the pipe material shall be compatible with the basematerial.

738.2.6 Lubricant: The lubricant used for assembly shall comply to manufacturer's recommendations and have no detrimentaleffect on the gasket or pipe.

738.3 JOINING SYSTEMS:

738.3.1 Gasket Type: Joints for the piping system and fittings shall consist of an integrally formed bell and spigot gasketed joint.The joint shall be designed so that when assembled, the elastomeric gasket located on the spigot is compressed radially on thepipe or fitting bell to form a water tight seal. The joint shall be designed so to prevent displacement of the gasket from the jointduring assembly and when in service. The elastomeric gasket shall meet the provision of ASTM F-477.

All pipe shall have a home mark on the spigot end to indicate proper penetration when the joint is made.

The bell and spigot configurations for the fittings shall be compatible to those used for the pipe.


738-2Revised 2004

Joints shall provide a seal against exfiltration and infiltration. All surfaces of the joint upon which the gasket may bear, shall besmooth and free of any imperfections, which would adversely affect sealability.

The assembly of the gasketed joints shall be in accordance with the pipe manufacturer's recommendations.

738.3.2 Thermal Weld Type: The pipe ends shall consist of an integrally formed bell and spigot, with or without the elastomericcentering gasket, which join together to form an interface between bell and spigot, such that it is suitable to seal by thermal weldusing the extrusion welding process, in accordance with the manufacturer's recommended procedure.

Thermal welded joints may be effected by welding from inside the pipe or outside, or both.

The assembly of the welded joints shall be in accordance with the manufacturer's recommendations.

Thermal welded joints shall be used only when specified on plans or in specifications.

738.4 FITTINGS:

Fittings for HDPE profile wall or corrugated pipe may include tees, elbows, manhole adapter rings, plugs, caps, adapters andincreasers. Fittings shall be joined by gasket type or thermal weld type joints in accordance with Subsection 738.3

A clamp gasket or approved method shall be provided at manhole entry or connection to reduce infiltration and exfiltration. Whereprecast manholes are used, entrance holes must be large enough to allow for proper grouting around the manhole gasket. Anon-shrink grout shall be used for grouting.

738.5 CERTIFICATION:

The manufacturer shall furnish an affidavit (certification) that all materials delivered shall comply with the requirements of ASTMF-894 or AASHTO M-252.

Pipe and resin producers that manufacture according to AASHTO M-294 shall be certified according to the Plastic Pipe Instituteprotocol for their Third Party Certification Program.

738.6 DIMENSIONS AND TOLERANCES:

Profile wall HDPE pipe dimensions shall comply with dimensions given in Table 1 of ASTM F-894. The “average or nominalinside diameter” of profile wall HDPE pipe shall not deviate from its normal pipe size by more than as specified in Table 1 ofASTM F-894. Corrugated HDPE pipe dimensions shall be “nominal inside diameter” dimensions and shall not deviate from itsnominal pipe size by more than the minimum and maximum tolerances as described in AASHTO M-252 or AASHTO M-294,Section 7.2.3.

Profile pipe shall have a Ring Stiffness Constant (RSC) or Pipe Stiffness (PS) as shown on the plans. The minimum RSC forprofile HDPE pipe shall be RSC-63. The minimum PS for corrugated pipe shall be as shown in AASHTO M-252 (Section 7.5)or AASHTO M-294 (Section 7.4), and tested per ASTM D-2412. In no case shall the minimum PS be less than the equivalentPS value for RSC-63.

738.7 CLASSIFICATIONS:

HDPE profile-reinforced pipe products shall be made in four standard Ring Stiffness Constant (RSC) classifications, 40, 63, 100and 160. These are referred to as RSC-40, RSC-63, RSC-100 and RSC-160. The RSC test shall be conducted in accordance withASTM D-2412 with the exceptions listed in accordance with ASTM F-894. HDPE corrugated pipe (Type S or Type D) shall meetthe minimum Pipe Stiffness (PS) requirements of AASHTO M-252 or AASHTO M-294. The PS test shall be conducted inaccordance with ASTM D-2412 with the exceptions listed in accordance with AASHTO M-252 or AASHTO M-294.


738-3 Revised 2004

738.8 MARKINGS:

Markings on pipe shall be per ASTM F-894, AASHTO M-252 or AASHTO M-294. These markings shall be clearly shown onthe pipe at intervals of approximately 12 feet and include but not limited to the following: the manufacturer’s name or trademark,nominal size, the specification designation, plant designation code, date of manufacture or an appropriate code. All fittings shallbe marked with the designation number of the specification and with the manufacturer’s identification symbol. In addition,manufacturers of corrugated HDPE, AASHTO M-294, shall print on or affix the appropriate Plastic Pipe Institute Program Markon each length of pipe produced that meets the requirements of the program.

738.9 CARE OF PIPE AND MATERIALS:

Care of pipe materials shall comply with Subsection 736.5.

HDPE profile reinforced RSC type pipe in shipping or storage shall not be stacked higher than three rows for pipes 21 inches indiameter or less, nor higher than two rows for pipes 24 to 36 inches in diameter inclusive. Pipe shall not be stacked, shipped, orstored with weight on the bells of the pipe.

Corrugated HDPE pipe in shipping and storage shall be stacked per manufacturer’s recommendation, but in no case higher than5 rows for pipe 24 inches or less in diameter, or 3 rows for pipe greater than 24 inches in diameter.

Pipe that is gouged, marred, or scratched forming a clear depression shall not be installed and shall be removed if damaged in theinstallation.

738-4

`This Page is Reserved For Future Use

SECTION 741

741-1

LINING FOR REINFORCED CONCRETE SANITARY SEWER PIPE

741.1 GENERAL:

The interior area of the reinforced concrete pipe as indicated on the plans, shall be sealed and protected with lining, as specifiedbelow.

The installation and application of the pipe lining shall be accomplished by the supplier of the reinforced concrete pipe.

All work for and in connection with the installation of lining in concrete pipe and the field sealing of joints shall be done in strictconformance with all applicable published specifications, instructions and recommendations of the approved lining manufacturer.The pipe supplier shall furnish all labor, material and equipment to successfully accomplish the lining.

741.2 MATERIALS:

741.2.1 Material Composition: The material shall be a liner plate which is a combination of inert, synthetic resins, pigments,and plasticizers, compounded to make permanently flexible sheets.

The liner plate shall be resistant to the following: Oxidizing agents, sulfuric, phosphoric, nitric, chromic, oleic, and stearic acids;sodium and calcium hydroxides; ammonia, sodium, calcium, magnesium, and ferric chlorides; ferric sulfate, petroleum oils andgreases; vegetable and animal oils, fats, greases and soaps.

Liner plate shall be impermeable to sewage gasses and liquids and shall be nonconductive to bacterial or fungus growth. All linerplates shall be factory checked electrically to insure freedom from any porosity with a high voltage holiday detector set at aminimum of 20,000 volts.

Joint strips and welding strips shall have the same composition and corrosion resistance as liner plate, but shall not have lockingextensions.

The lining shall have good impact resistance, shall be flexible and shall have an elongation sufficient to bridge up to 1/4 inchsetting crack which may take place in the pipe or in the joint after installation, without damage to the lining.

Once cast into the pipe, the lining shall be permanently and physically attached to the concrete by a locking extension and shallnot rely on an adhesive bond.

741.2.2 Material Details and Dimensions: The liner plate shall not be less than 0.065 inches in thickness. Locking extensionshall be of the same material as the liner and shall be integrally extruded with the sheets. If steel bands are used to secure the linerplate to the forms transversely, strap channels shall be integrally molded into the sheet.

Liner plate shall be supplied as pipe size sheets fabricated by shop welding together the basic size sheets.

Joint straps shall be 4 inches ± 0.25 inches in width and shall have each edge beveled prior to application.

Welding strips shall be 1 inch ± 0.125 inch in width and shall have the edges beveled at time of manufacture.

The Contractor shall submit a shop drawing showing liner plate details for approval by the Engineer, prior to fabrication of thepipe.

741.3 Installation of Liner Plate: The installation of liner plate, including the welding of all joints, shall be done in accordancewith the manufacturer's recommendations. Nailing through the plate will not be tolerated. Liner plate shall be installed with lockingextensions parallel with the longitudinal axis of the sewer, unless otherwise shown on the plans. All joints between individualsheets or sections of liner plates shall be continuously heat-welded by the use of welding strips of the same kind and equivalentthickness of material as the liner plates (with the exception of the integral extension ribs).

Liner plate shall be held snugly in place against inner forms by means of light gage steel wire, light steel banding straps or othersuitable means. If steel banding straps are used, they shall be applied in strap channels provided for this purpose.

SECTION 741

741-2

Locking extensions (T-shaped) shall be integrally extruded to all lower, terminal or longitudinal edges of liner plate as appliedto concrete pipe. If banding straps are used, a steel rod 1/4 inch in diameter may be inserted in each locking extension along thelongitudinal edges of each sheet of liner plate for concrete pipe or some other approved method for holding the lower edge of theliner plate snugly against the form shall be provided.

Concrete poured against liner plate shall be compacted in a careful manner so as to protect the liner plate and to produce a dense,homogeneous concrete securely anchoring the lock extensions into the concrete.

In removing forms, care shall be taken to protect liner plate from damage. Sharp instruments shall not be used to pry forms fromlined surfaces. All holes and cut, torn or seriously abraded areas in the liner plate shall be patched. Patches made entirely withwelding strip shall be fused to the liner plate over the entire patch. Larger patches may consist of smooth liner plate applied overthe damaged area with adhesive. All edges must be covered with welding strip fused to the patch and the sound liner plateadjoining the damaged area.

The Contractor shall take all necessary measures to prevent damage to installed liner plate from equipment and materials used inor taken through the work.

The applied lining shall be free from bubbles due to poor workmanship, and the Contractor shall cut out said bubbles and welda similar sheet in place of the bubble, unless otherwise directed by the Engineer.

Application on Concrete Pipe-Special Requirements: Liner plate shall be set flush with the inner edge of the bell or groove endof a pipe section and shall extend to the spigot or tongue end or to approximately 3 inches beyond the tongue end, depending uponthe type of liner plate to be made with the adjoining concrete pipe.

Wherever concrete pipe, which are protected with liner plate, join structures not so lined, such as brick structures, concrete pipe,cast-in-place structures or clay pipe, the liner plate shall be extended over and around the end of the pipe and back into thestructure for not less than 4 inches.

Where a pipe spur, not of plastic lined concrete, is installed through lined concrete pipe, the liner plate shall be returned 4 inchesat the surface of contact. The seal between the liner plate and the spur shall be made using an approved adhesive material andstrapped in place.

If the joint space is too wide or the joint space surface too rough to allow satisfactory sealing with this adhesive, the joint spaceshall be filled with 2 inches of densely caulked lead wool or other approved caulking material.

Lined concrete pipe may be cured by standard curing methods. Care shall be exercised, in handling, transporting and placing linedpipe to prevent damage to the liner plate. No interior hooks or slings shall be used in lifting pipe. All handling operations shallbe done with an exterior sling or with a suitable fork lift.

No pipe with damaged lining will be accepted until and unless the damage has been repaired to the satisfaction of the Engineer.

741.4 Field Joints: The Contractor shall obtain the services of qualified personnel to weld the liner plate field joints. Pipe jointsmust be dry before the liner plate joints are made. All mortar and other foreign material shall be removed from liner plate surfacesadjacent to the pipe joint, leaving them clean and dry.

No liner plate joints shall be made until the trench has been backfilled.

Field joints in the liner plate at pipe joints may be either of the following described types:

Type P-1- The joint shall be made with a separate 4 inch joint strip and 2 welding strips. The 4 inch strip shall be centered overthe joint, secured to the liner plate with an approved adhesive, or other approved means, and welded along each edge to adjacentliner plate with a 1 inch weld strip. The width of the space between adjacent liner plate sheets shall not exceed 2 inches. The 4inch joint strip shall lap over each liner plate a maximum of 1 inch.

SECTION 741

741-3

Type P-2 - The joint shall be made with a plastic strip, without locking extensions integrally extruded with the liner plate andextending approximately 3 inches beyond the spigot end. A 1 inch welding strip is required. The joint strip shall overlay the linerplate a minimum of 1 inch on the downstream side of the pipe joint. An approved adhesive, or other approved means, shall beused to hold the lap in place during the welding. The joint strip on beveled pipe shall be trimmed to a width, measured from theend of the spigot, of approximately 3 inches for the entire circumferential length of the liner. Distortion in bending back the stripto expose the pipe joint during the laying and joint mortaring shall be avoided. All welding of joints is to be in strict conformancewith liner plate manufacturer's specifications.

Type P-4 - The joint shall be made with a 4 inch weld strip. The 4 inch weld strip shall be centered over the joint and welded inplace to the lining in adjacent joints of pipe. The weld strip shall lap over each liner plate in minimum of 1 inch.

741.5 Testing and Repairing Damaged Liner Surfaces: After the pipe is installed in the trench, all surfaces covered with linerplate shall be tested with an approved electrical holiday or flaw detector set at a minimum of 20,000 volts. All welds shall bephysically tested by a non-destructive probing method. All patches over nail and form tie holes, or repairs to the liner platewherever damage has occurred, shall be done in conformance with the instructions and recommendations of the liner platemanufacturer.

Each transverse welding strip which extends to a lower edge of the liner plate shall be tested. The welding strips shall extend belowthe liner plate, providing a tab. A 10-pound pull will be applied normal to the face of the pipe by means of a spring balance. Linerplate adjoining the welding strip will be held against the concrete during application of the force. The 10-pound pull will bemaintained if a weld failure develops, until no further separation occurs. Defective welds will be re-tested after repairs have beenmade. Tabs shall be trimmed away neatly after the weld strip has passed inspection. The Contractor shall provide all equipmentrequired to test liner plate in the manner recommended by the manufacturer and as described above. The Contractor shall alsoprovide personnel qualified to perform the testing. Testing shall be performed in the presence of a representative of theContracting Agency.

SECTION 743

743-1

VITRIFIED CLAY PIPE

743.1 GENERAL:

Vitrified clay pipe, 30 inch diameter or less, shall be extra strength in accordance with the requirements set forth in ASTM C-700,except as modified herein. Pipe larger than 30 inches shall be of the type specified in the Special Provisions.

743.2 MANUFACTURING REQUIREMENTS:

743.2.1 Shape: Pipe ends shall be square with the longitudinal axis, and sockets shall be true, circular, and concentric with thebarrel of the pipe.

The ends of the pipe shall be so formed that when the pipes are laid together and the joints made, they shall constitute a continuousand uniform line of pipe and shall have a smooth and regular interior surface.

743.2.2 Stoppers, Branches, Ends: Stoppers shall be used with all branch pipes that are to be left unconnected. Stoppers forbranch pipes having flexible compression joints may be either clay discs with flexible compression joints, factory applied, thatwill mate with the branch joint; or, a resilient material of controlled design and dimensions for mating with the branch pipe towhich it is to be applied; or, of other material approved by the Engineer. Wooden stoppers will not be accepted.

Branches shall be furnished with connections of the sizes specified, securely and completely fastened to the barrel of the pipe inthe process of manufacture.

“T” branches shall have their axis perpendicular to the longitudinal axis of the pipe. “Y” branches shall have their axis 45 degrees(unless otherwise specified) from the longitudinal axis of the pipe, measured from the socket end.

All branches shall terminate in sockets. Barrel of the branch shall be of sufficient length to permit making proper joint when theconnecting pipe is inserted in the branch socket.

743.2.3 Imperfections The following additional imperfections in a pipe or fittings will be considered injurious and cause forrejection:

(A) Any surface fire crack in the ends of the spigot or bell which exceeds 1 inch in length.

(B) Any piece broken from the bell end of the pipe or fittings when it adversely affects the performance of the joint orconnection.

743.2.4 Certification: A certificate from the manufacturer shall be furnished attesting that the pipe meets the requirements ofthis specification, including test reports for the hydrostatic pressure test and the loading test herein specified.

743.3 TESTS:

In addition to the required tests at the manufacturer's plant, the Engineer's representative may select specimens at random at thepoint of delivery or at the job site. Tests on these specimens shall be performed at a local testing facility under the supervisionof the Engineer's representative. The cost of such supervision will be borne by the Contracting Agency and all other costs shallbe borne by the Contractor.

When the pipe is subjected to an internal hydrostatic pressure of 10 psi for the time shown in Table 743-1, the accumulatedmoisture on the exterior surface shall not run down the sides in such quantity that will exceed 10 milliliters.

SECTION 743

743-2

TABLE 743-1

TABLE OF TESTING TIME FOR PIPES

Thickness of WallInches

Test TimeMinutes

Up to and including 1 7

Over 1 and including 1 1/2 9

Over 11/2 and including 2 12

Over 2 and including 2 1/2 15

Over 21/2 and including 3 18

Over 3 21

The loading test shall conform in manner to that specified in ASTM C-301 for 3-edge bearing and shall be applied to all specimensselected for testing.

743.4 IDENTIFICATION MARKS:

Pipe and fittings shall be clearly marked with the name or trademark of the manufacturer, a code number identifying productioncontrol and plant location, and extra strength designation.

743.5 JOINTS:

Acceptable joints shall be flexible compression type for bell and spigot pipe or flexible compression couplings for plain-end pipe.

Compression joints and couplings shall conform to the requirements of ASTM C-425.

SECTION 744

744-1

ABS TRUSS PIPE AND FITTINGS

744.1 GENERAL:

Truss pipe is defined as an internally-braced double-walled ABS composite pipe conforming to ASTM D-2680. When noted onthe plans or in the special provisions, gravity sanitary sewer system may be constructed using truss pipe for diameters notexceeding 15 inches.

Truss pipe shall have both ends of each pipe length sealed at the factory such that the inert filler material between the twoconcentric thermoplastic tubes is impervious. All field cuts shall be sealed according to the manufacturer's recommendations.

744.2 COUPLINGS AND FITTINGS:

Fittings for truss pipe may include couplings, wyes, tees, elbows, caps, plugs adapters, manhole water stops and clamps. Allcouplings and fittings shall be assembled by a chemically welded method. Solvent shall be of the type recommended by the pipemanufacturer. Each solvent weld type coupling or fitting shall be accurately formed and entirely compatible in jointing the pipeto assure a leak-proof joint. Couplings and fittings shall be manufactured from the same material as the pipe except that caps, plugsand adapters may be fabricated or molded from rubber, polyurethane or other suitable compounds. The couplings and fittings shallhave chemical and physical properties equal or superior to the pipe itself.

744.3 SOLID WALL PIPE AND FITTINGS:

744.3.1 General: When noted on the plans or in the special provisions, Sewer and Drain Solid Wall Pipe and Fittings may beused for 4 inch and 6 inch service lines, risers and fittings.

744.3.2 Material: Sewer and Drain Solid Wall Pipe shall be manufactured of virgin ABS compound as specified in ASTMD-1788, Types I and IV, excepting that the minimum heat deflection temperature (ASTM D-648) shall be 180°F.

744.3.3 Strength: Test samples of pipe, 6 inches long, shall be cut from full length sections and tested by the method outlinedin ASTM D-2412. The pipe shall be deflected at least 35 percent without failure and the stiffness at 5 percent deflection shallequal or exceed the value listed in Table 744-1 below after the test samples have been immersed in a 5 percent solution by weightof sulfuric acid and n-Heptain for a period of 24 hours prior to testing. Failure is defined as rupture of the pipe wall.

Stiffness factor may be computed by the method outlined in ASTM D-2412 or by dividing the load in lbs/linear inch by thedeflection in inches and 5 percent deflection (F/ªY in Table 744-1).

TABLE 744-1

MINIMUM STIFFNESS REQUIREMENTS

Nominal Size. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F/ªY 2.5% min.

4 inches. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 55 lb./in.2

6 inches. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 55 lb./in.2

744.3.4 Couplings and Fittings: All couplings and fittings shall be assembled by a chemically welded method. Each solvent weldtype coupling or fitting shall be accurately formed and entirely compactable with the Sewer and Drain Solid Wall Pipe to assurea leak proof joint. Couplings and Fittings shall be manufactured from the same material as the pipe except that caps, pugs andadapters may be fabricated or molded from rubber, polyurethane or other suitable compounds. The couplings and fittings shallhave chemical and physical properties equal or superior to the pipe itself.

SECTION 744

744-2

744.4 MANHOLE CONNECTIONS:

A clamp gasket or approved equivalent method shall be provided at manhole entry or connection to reduce infiltration andexfiltration. Where precast manholes are used, entrance holes must be large enough to allow for proper grouting around themanhole gasket.


A certificate from the manufacturer shall be furnished attesting that the pipe meets the requirements of ASTM D-2680.

744.6 IMPERFECTIONS:

Any imperfections which in the opinion of the Engineer may adversely affect the performance of the pipe or joints shall be causefor rejection.

744.7 INSTALLATION AND TESTING:

Truss pipe shall be installed in accordance with applicable provisions of Section 615. In addition to the tests prescribed in Section615, the Engineer may, at his option, require a deflection test on all or any part of the line. Any pipe which shows deflection inexcess of 5% shall be removed and replaced at no cost to the Contracting Agency.

SECTION 745

745-1

PVC SEWER PIPE AND FITTINGS

745.1 GENERAL:

This specification covers the requirements of polyvinyl chloride (PVC) plastic sewer pipe and fittings for gravity flow sewers andbuilding connections. When noted on the plans or in the special provisions, gravity sanitary sewers may be constructed using PVCpipe for diameters not exceeding 15 inches. Pipe, fittings, couplings and joints shall be in conformance with the requirements ofASTM D-3034, SDR-35, except as modified herein.

745.2 MATERIALS:

745.2.1 Caps and Plugs: Caps and plugs for building connections may be molded or fabricated from rubber, polyurethane orother suitable compound.

745.2.2 Gaskets: Rubber gaskets shall be manufactured from a synthetic elastomer and shall comply in all respects with thephysical requirements specified in ASTM F-477.

745.2.3 Lubricant: The lubricant used for assembly shall have no detrimental effect on the gasket or on the pipe.

745.4 JOINING SYSTEMS:

Joints for the piping system and fittings shall consist of an integral bell gasketed joint designed so that when assembled, theelastomeric gasket located within the bell is compressed radially on the pipe or fitting spigot to form a positive seal. The joint shallbe designed so to prevent displacement of the gasket from the joint during assembly and when in service.

All pipe shall have a home mark on the spigot end to indicate proper penetration when the joint is made.

The bell and spigot configurations for the fittings shall be compatible to those used for the pipe.

Joints shall provide a permanent seal against exfiltration and infiltration. All surfaces of the joint upon which the gasket may bearshall be smooth and free of any imperfections which could adversely affect sealability.

The assembly of the joints shall be in accordance with the pipe manufacturer's recommendations.

745.5 FITTINGS:

Fittings for PVC pipe may include elbows, wyes, tee wyes, double bell couplings, manhole couplings, manhole adapter rings,plugs, caps, adapters and increasers.

Manhole couplings shall be manufactured from asbestos cement and incorporate an elastomeric gasket moisture barrier.

745.5.1 Manhole Connections: A manhole adapter gasket or approved equivalent method shall be provided at manhole entryor connection to prevent infiltration and exfiltration. Where precast manholes are used, entrance holes shall be large enough toallow for proper grouting around the manhole ring.


A certificate from the manufacturer shall be furnished certifying that the pipe and fittings meet the requirements of ASTM D-3034,SDR-35, F/ªY = 46 psi at 5% deflection.

745.7 IMPERFECTIONS:

Any imperfections which in the opinion of the Engineer may adversely affect the performance of the pipe or joints shall be causefor rejection.

SECTION 750

750-1 Revised 2001

IRON WATER PIPE AND FITTINGS

750.1 CAST IRON WATER PIPE:

All cast iron water pipe shall be designed in accordance with AWWA C-101.

Cast iron water pipe may be designed for either 18/40 or 21/45 physicals and shall conform to AWWA C-106 or AWWA C-108.

Except as otherwise provided cast iron or water pipe shall be designed to meet internal pressure of 150 psi, external cover of 5feet, and standard Laying Condition B.

Cast iron pipe shall be nominal 18 foot lengths.

Pipe shall be cement mortar lined and seal coated in accordance with AWWA C-104.

750.2 DUCTILE IRON WATER PIPE:

All ductile iron water pipe shall be designed in accordance with AWWA C-150 and shall be manufactured in accordance withAWWA C-151. The class shall be as designated in the plans or special provisions.

Pipe shall be cement mortar lined and seal coated in accordance with AWWA C-104.

750.3 JOINT REQUIREMENTS:

Push-on joints for cast iron or ductile iron water pipe shall conform to AWWA C-111 and shall include synthetic rubber gasketsand lubricant.

Mechanical joints for cast iron or ductile iron water pipe shall conform to AWWA C-111 and shall include cast iron glands,synthetic rubber gaskets, and T-head bolts and nuts.

Flanged joints for cast iron or ductile iron water pipe shall be as detailed on the plans or as designated in the special provisions.

The following are approved joint restraint methods for use with ductile iron pipe: Flanged joint; Ebba Iron Inc. Series 1100Megalug, 4" thru 24"; Pacific States Lock Mechanical Joint; Pacific States Restrained Tyton Joint; U S Pipe TR Flex Joint; USPipe TR Flex Gripper Ring; US Pipe Field Lok 350 Gasket, Clow Super-lock Joint; American Lok-ring Restrained Joint; Star PipeProducts Stargrip; Griffin Pipe Snap-Lok; and Griffin Pipe Bolt-Lok.

750.4 FITTINGS:

Iron fittings shall be either Gray-Iron or Ductile Iron conforming to AWWA C-110 or AWWA C-153 with a minimum pressurerating of 250 psi. Flanged ends shall conform to AWWA C-110. Push-on and mechanical joints ends shall conform to AWWAC-111.

Fittings shall be cement mortar lined and coal-tar coated in accordance with AWWA C-104. .

SECTION 752

752-1

ASBESTOS-CEMENT WATER PIPE AND FITTINGS

752.1 GENERAL:

These specifications cover asbestos-cement pressure pipe intended for use in supply lines and distribution systems that carry waterunder pressure.

752.2 CLASSES:

Asbestos-cement pipe shall be manufactured and tested in accordance with AWWA C-400, except as modified herein, for pipeintended for use in water service at maximum operating pressures of 100, 150, or 200 psi. Pipe shall be designated as Classes 100,150, or 200 respectively, for the corresponding maximum operating pressures. Unless shown otherwise on the plans or specifiedin the special provisions the minimum acceptable shall be Class 150.

752.3 MANUFACTURE:

The joining ends of the pipe shall be of such design that they may be properly connected to cast iron fittings and valves which aremanufactured within the continental United States that meet applicable AWWA specifications. Pipe in sizes less than 6 inchesin diameter may be supplied in either 10 foot or 13 foot lengths, and pipe in sizes 6 inches or greater in diameter shall be suppliedin 13 foot lengths, except for random and special short lengths in all sizes as permitted in AWWA C-400.

752.4 INSPECTING AND TESTING:

The uncombined calcium hydroxide in the pipe and couplings shall not exceed 1 percent when tested in accordance with AWWAC-400. Certification of all manufacturer's tests in accordance with AWWA C-400 shall be required. In addition, the ContractingAgency may require all inspection and testing to be performed at the manufacturer's plant or at an approved testing laboratory.

All pipe manufactured outside the United States of America will be subject to inspection and testing by the Contracting Agencyat the plant site or at an approved testing laboratory. In addition, all pipe shall have the Underwriters Laboratory, Inc. seal ofapproval and certification that all tests were in accordance with AWWA C-400.

752.5 FITTINGS:

Fittings shall be cast iron or ductile iron and conform to AWWA C-110 or C-153 for 250 psi minimum working pressure ratingcast on fittings. All fittings shall have Ring-Tite, Fluid-Tite, or Weld-Tite bells to fit the class of pipe specified. All fittings shallbe cement lined in accordance with AWWA C-104.

752.6 RUBBER RINGS:

Each coupling shall have 2 synthetic rubber joint sealing rings conforming to the requirements of ASTM D-1869. This paragraphshall also apply to the rings furnished for use with fittings. Neoprene shall not be used.

SECTION 753

753-1 Revised 2000

GALVANIZED PIPE AND FITTINGS

753.1 GENERAL:

All galvanized pipe shall be new galvanized welded or seamless steel pipe, conforming to the requirements of ASTM A-53standard weight, schedule 40.

753.2 CORROSION PROTECTION:

All buried galvanized pipe and fittings shall be protected from corrosion by the application of a tight fitting, extruded or wrappedcoating. Coating shall be not less than 0.030 inches in thickness at any point. Extruded coatings shall be of polyethylene orpolyvinyl chloride, Extrucoat or equal. Wrapped coatings shall be of polyethylene, polyvinyl chloride, coal tar or asphalt tape,Pretecto Wrap No. 200, Saft-t-Clad FOS No. 655, Tapecoat, Trantex VID-10 or E-12, Polyken No. 900, Scotchrap No. 50 orapproved equal Tape shall be edge lapped no less than 1/4 inch.

753.3 FITTINGS:

All fittings for screwed galvanized pipes shall be 150 psi, banded, galvanized malleable iron screwed fittings.

753.4 VALVES:

Valves on galvanized pipelines shall be all bronze, double disc, nonrising stem with wheel handle on top, such as Jones, J373 orequal, with bodies, bonnets, yokes and wedges made of material conforming to ASTM B-62.

SECTION 754

754-1

COPPER PIPE, TUBING AND FITTINGS

754.1 PIPE AND TUBING:

All copper pipe and tubing shall be new seamless copper pipes and tubes, designed for underground water services, plumbingpurposes, etc. They shall conform to all the requirements of ASTM B-88, Type K.

All pipe or tubing shall be made of copper free from cuprous oxide, as determined by microscopic examination at a magnificationof 75 diameters.

Type K tubing, when furnished in coil, shall be annealed after coiling.

754.2 FITTINGS:

All fittings used in connection with copper pipe or tubing, shall be copper or bronze fittings as manufactured by Jones, Mueller,or approved equal, as shown on standard details.

SECTION 755

755-1

POLYETHYLENE PIPE FOR WATER DISTRIBUTION

755.1 GENERAL:

This specification is intended to describe water service pipe with a hydrostatic design stress of 620 psi for water at 73.4°F.produced from a high density ultrahigh molecular weight polyethylene pipe compound. Polyethylene pipe used for waterdistribution shall conform to all the requirements of ASTM D-2239 and with the additional provisions listed herein. Thisspecification describes pipe of the nominal I.D. and O.D. size as manufactured by Carlon, Celanese, Orangeburg, Phillips 66Drisco pipe and Triangle Aycee and shall provide a water pressure tight joint when used with compression type fittings furnishedby Hays, Haystite, Ford Meter Box, Ford Pack Joint, or approved equal.

Pipe may be rejected for failure to comply with any requirements of these specifications.

755.2 MATERIAL:

The polyethylene extrusion compound from which the pipe is extruded shall meet the requirements of Type III, Grade 34, ClassC, material as described in ASTM D-1248, except that the melt index shall be determined under a higher temperature than ASTMD-1238. The test condition shall be as specified below under tests of pipe.

The pipe shall be homogeneous throughout and free of visible cracks, holes, foreign inclusions or other defects. The pipe shallbe uniform in color, opacity, density, and other physical properties.

755.3 PIPE DIMENSION AND TOLERANCES:

The average inside diameters, wall thickness, and respective tolerances shall be, for any cross section, as shown in ASTM D-2239,when measured in accordance with ASTM D-2122.

The standard thermoplastic pipe dimension ratio (SDR), the ratio of the pipe diameter to wall thickness, shall not exceed 7 for 160psi design pressure.

755.4 MINIMUM BURST PRESSURE:

The minimum burst pressure for pipe made from Type III, Grade 34, Class C, polyethylene compound, Designation Code:PE-3406, when determined with at least 5 specimens shall be at least equal to 630 psi for water at 73.4°F. Pressures shall bedetermined in accordance with ASTM D-1599.

755.5 SUSTAINED PRESSURE:

In addition to passing the sustained pressures given in ASTM D-2239 for a temperature of 100°F. and 73.4°F. the pipe shallwithstand, without failing, ballooning, bursting or weeping for a period of at least 300 hours, at 194 ± 2°F., 113 psi test pressurefor 3/4 inch pipe and 112 psi for 1 inch pipe. These test pressures have been calculated on a basis of a 450 psi fiber stress. Thetest procedure outlined in ASTM D-1598, shall be followed.

755.6 TESTS OF PIPE:

The pipe must be able to meet all tests that are specified in ASTM D-2239, and the following test for melt index, as determinedin ASTM D-1238. Pellets of the original resin, placed into the testing device shall have flow rates as follows:

(A) Less than 0.5 grams per 10 minutes at 310°C with a plunger load of 27.5 pounds for pipe or tubing extruded by the AlliedChemical Process.

(B) Less than 3 grams per 10 minutes at 190°C with a plunger load of 47.65 pounds for pipe and tubing extruded by the PhillipsExtrusion Process.

SECTION 755

755-2

755.7 CERTIFICATION BY MANUFACTURER:

Each Contractor must be able to furnish a certification from the manufacturer of the pipe that the polyethylene plastic pipe is ofuniform quality and will fully comply with these specifications, and that the pipe is manufactured of virgin polyethylene, that noscrap material has been used, and that it is satisfactory for potable water, in accordance with the specifications of the NationalSanitation Foundation Testing Laboratories, Inc.

The pipe manufacturer shall further supply a copy of certification from the manufacturer of the polyethylene extrusion compoundused to make the pipe that the compound fully complies with these specifications.

The manufacturer must have adequate equipment and quality control facilities to be sure that each extrusion of pipe is uniformin texture, dimension and strength, and have so manufactured this class of pipe in sufficient quantities to be certain that it will meetall normal field conditions of usage.

755.8 PIPE IDENTIFICATION:

The pipe shall be permanently marked indicating size and pressure-temperature rating. The appropriate lettering shall occur onthe pipe at least once in every 24 inches. The seal of approval or marking of the testing laboratory shall be included in the markingon all pipe that is intended for transporting potable water.

PE PIPE MARKINGS

REQUIRED MARKINGS, EXAMPLE

Size — Pressure — Temp Rating — Test Lab. Seal3/4O 160 psi PE 3406 NSF

OTHER MARKINGS (Not required by Spec. to be marked)(However pipe must comply)

SDR-7 (Shall not exceed 7)

CS-255-63 (This is a commercial standard designation of the U.S. National Bureau of Standard. Any othernumber (CS———) is wrong)

NOTE: 3/4 inch Pipe has I.D. 0.824 inch, O.D. 1.060 inch and 3.328 inch circumference.3/4 inch Tubing is not acceptable and has I.D. 0.681 inch, O.D. 0.875 inch, 2.747 inch circumference and an SDR-9 ifshown.

SECTION 756

756-1 Revised 1999

FIRE HYDRANTS

756.1 GENERAL:

Fire Hydrants furnished by the Contractor shall comply with AWWA C-502, supplemented as follows:

756.2 DRAWINGS:

Detail drawings or blue prints showing all components, principal dimensions, construction details and materials used shall besubmitted to the Contracting Agency for approval. The Contracting Agency reserves the right to consider the quality, appearanceand past performance of fire hydrants when reviewing drawings for approval.

756.3 HYDRANTS:

Fire hydrants shall be dry barrel similar or equal to the Corey or Mueller Improved Type. The inside diameter of the barrel shallbe a minimum of 7 inches and the diameter of the main valve seat opening shall be not less than 5 inches. The entire valveassembly shall be effectively sealed against moisture.

All interior ferrous surfaces of the shoe exposed to fluid flow shall be epoxy coated to a minimum dry thickness of 6 mils. Epoxycoatings shall be factory applied by an electrostatic or thermosetting process in accordance with the manufacturer's printedinstructions. The epoxy materials used shall be 100% powder epoxy or liquid epoxy that conforms to the requirements ofAWWA C-550, and to the prevailing requirements of the Food and Drug Administration and of the Environmental ProtectionAgency.

Style of inlet connections shall be bell or mechanical joint with accessories, gland, bolts, gaskets and having a 6 inch diameter inletconnection. Facing of the main valve against seats shall be synthetic rubber or balata. The top of the stem or bonnet shall beequipped with the O-ring seal. Hydrants shall be constructed so that extension sections in multiples of 6 inches, with rod andcoupling, can be added to increase barrel length. The hose and streamer nozzle connections shall match the standard size andthreads per inch of the Contracting Agency. Operating and outlet nozzle cap nuts shall be of solid pentagonal shape. The pentagonshall measure fifteen-sixteenths to thirty-one thirty-seconds inch on side, 1 1/2 inch from point to flat. All barrels above groundshall have a prime coat and painted with two coats of fire hydrant yellow paint. Hydrants shall be constructed so that the standpipecan be rotated to at least 8 different positions.

756.4 MANUFACTURER:

The manufacturer shall guarantee that the hydrant is so constructed that the valve stem will not be bent when hydrant is damagedor broken at or near the grade level. A safety breaking flange or thimble, shall be provided. The friction loss must be guaranteed,by the manufacturer, to satisfy Table 756-1.

TABLE 756-1

MAXIMUM PERMISSIBLE LOSS OF HEAD FOR HYDRANTS

Number of OutletNozzles

Nomimal Diameter ofOutlet

Total Flow FromOutlet Nozzles

GPM

Maximum PermissibleHead Loss

PSI

2 2 1/2 inches 500 2.0

1 4 inches 600 2.5

SECTION 757

757-1

SPRINKLER IRRIGATION SYSTEM

757.1 GENERAL:

All materials and fittings shall be new, of the manufacturer's most current design, and shall bear the appropriate NationalAssociation seal of approval for example, NSF, UL, etc. Similar units shall be procured from the same manufacturer and internalparts shall be common and interchangeable. Parts listing and source of supply for replacement parts will be furnished to theEngineer.

757.2 PIPE AND FITTINGS:

The type of pipe material and fittings shall be as designated on the plans or in the special provisions. The type utilized shall complywith one of the following:

757.2.1 Steel Pipe: All steel pipe shall be newly galvanized, standard weight, Schedule 40 conforming with Section 753.

757.2.2 Plastic Pipe: Plastic pipe shall be rigid, unplasticized polyvinyl chloride, PVC 1120 or 1220, with an SDR of 26 or less,complying with ASTM D-1785. Schedule 40 or 315 psi pipe shall be used for the continuously pressurized run on the supplysideof Control Valves. PVC 1120 to 1220, SDR 26, pressure rated at not less than 125 psi shall be used on the discharge side of allcontrol valves.

757.2.3 Pipe Fittings and Couplings:

(A) Steel Pipe Fitting and Couplings - Steel pipe fittings and couplings shall be galvanized, malleable iron, screwed fittings orcouplings, conforming with Section 753.

(B) Plastic Pipe Fittings and Couplings - Plastic pipe fittings and couplings shall be either threaded type or slip fitting taperedsocket solvent weld type. Schedule 80 pipe only will be used for threaded joints. Tapered solvent weld fittings may be eitherSchedule 80 or Schedule 40, but in any case, will be equal to or greater than the Schedule and Pressure Rating of the plastic pipebeing joined. Tapered fittings shall be sized so that a dry, unsoftened taper cannot be inserted more than halfway into the socket.Plastic saddles and flange fittings are not permitted.

(C) Copper Pipe Fittings and Couplings — Copper pipe fittings and couplings shall conform with Section 754.

757.2.4 Solvent Cement: The solvent cement shall be a solution of Type 1, Grade 1, unplasticized, polyvinyl chloride moldingor extrusion compound as specified in ASTM D-1784, or an equivalent PVC resin. The cement shall be free flowing and shallnot contain lumps, microscopic undissolved particles or any foreign matter that will adversely affect the ultimate joint strength.It shall show no stratification or separation that cannot be removed by stirring. Container labeling shall be in accordance withASTM D-2564.

757.3 VALVES AND VALVE BOXES:

757.3.1 General: Valves shall be of the size, type, and capacity designated on the plans or in the special provisions and shallcomply with the requirements specified herein.

All valves except garden valves shall be capable of satisfactory performance at a working pressure of 200 psi. Valves shall bedesigned to permit disassembly to replace sealing components without removal of the valve body from the pipeline.

757.3.2 Gate Valves: Gate valves in size two inches and smaller shall be all bronze double disc wedge type with integral taperseats and non-rising stem. Sizes two and one-half inches and larger shall be iron body, brass trimmed, with the other features thesame as for the two inch. Section 753 applies.

757.3.3 Manual Control Valves: Manual control valves shall be brass or bronze, and shall be straight or angle pattern glovevalves, full opening, key operated with replaceable compression disc and ground joint union on the discharge end.

SECTION 757

757-2

757.3.4 Electrical Remote Control Valves: Remote control valves shall be electrically operated, designed for a 24 volt, 60 cyclesystem. They shall be brass or bronze with accurately machined valve seat surfaces, equipped for flow control adjustment, andwith the capability for manual operation. They shall be readily disassembled for repair and the internal parts shall be easilyaccessible for service even when installed in the line.

The internal valve shall be a normally closed, diaphragm type with slow opening and closing action as protection against surgepressures. Actuation shall be by an encapsulated type solenoid with the solenoid shunt band, tube, and plunger of stainless steelfor corrosion protection. A removable and cleanable strainer shall be provided at the control chamber inlet to prevent debris fromentering the solenoid operating section.

757.3.5 Garden Valves: Garden valves shall be brass or bronze except for the handle. They shall have a replaceable compressiondisc, and shall be 3/4 inch straight-nosed, key operated and pressure rated for operation at 150 psi.

757.3.6 Quick-Coupling Valves and Assemblies: Quick-coupling valves shall be brass or bronze with built-in flow control andself-closing valve and supplied in 3/4-inch size unless otherwise required. When a quick-coupler assembly is specified, it shallconsist of the valve, quick-coupler connection and hose swivel. Keys and hose swivel ells shall be furnished as specified on theplans.

757.3.7 Valve Boxes: Valve boxes with locking covers shall be molded, non-corrosive plastic. Applicable ASTM references:D-638.

757.4 BACKFLOW PREVENTER ASSEMBLY:

The backflow preventer assembly shall consist of pressure type or reduced pressure type backflow preventer unit and associatedcomponents conforming to the governing code requirements and as shown on the plans. It shall be equal in quality andperformance to a “Foundation for Cross-Connection Control and Hydraulic Research.”

757.5 SPRINKLER EQUIPMENT:

Sprinkler heads, bubbler heads and spray nozzles shall be of the types and sizes as shown on the plans. All major components shallbe brass, bronze, stainless steel, or high impact plastic.

Equipment of one type with similar flow characteristics shall be from the same manufacturer and shall bear the manufacturer'sname and identification code in a position where they can be identified after installation.

Fixed head sprinklers shall have a one-piece housing with provisions for interior parts replacement. Pop-up sprinklers shall bedesigned to rise at least 2 inches during operation. Full or part circle sprinklers shall be interchangeable in the same housing.

Bubbler heads shall be of corrosion-resistant, durable bodies, injection molded out of cycolac, and tapped for 1/2 inch I.P.S.threads. The bubbler shall be fully adjustable from 0 to 5 gallons per minute and shall have a minimum discharge of 1.7 gallonsper minute under pressure of 15 pounds per square inch and a minimum discharge of 2.4 gallons per minute under pressure of 30pounds per square inch supplied at the head.

757.6 ELECTRICAL MATERIAL:

All equipment and material shall comply with the requirements of the governing code and shall be listed by Underwriters'Laboratories, Inc.

757.6.1 Conduit: Conduit shall be galvanized steel conforming to Section 753.

757.6.2 Conductors: Service line conductors shall be supplied in the size shown on the plans and shall be THW 600 voltsinsulation rating conforming to ASTM D-2219 or D-2220. Low voltage control conductors shall be Type UF No. 14 AWG copperunless otherwise shown on the plan and shall be UL approved for direct burial installation.

SECTION 757

757-3

757.6.3 Controller Unit: The controller unit shall be fully automatic, with provisions for manual operation, sized to accommodatethe number of stations or control valves included in the system and designated on the plans or in the special provisions. Outdoormodels shall be housed in a vandal-resistant, weatherproof enclosure which has a locking cover.

The unit shall require a standard 117 volt, 60 cycle input and provide a 26.5 volt, 60 cycle output and shall incorporate a 14-dayprogramming capacity. The unit shall have a “Master On-Off” switch which will deactivate the controller but allow the day andhour clocks to continue operation.

In addition, it shall include a resettable circuit breaker for unit protection.

Each station timing dial shall have an “Omit” or “Off” position and incremental dial settings for timing controls up to 30 minutes.

SECTION 758

758-1

CONCRETE PRESSURE PIPE - STEEL CYLINDER TYPE

758.1 GENERAL:

These specifications apply to Concrete Pressure Pipe intended for use in water supply pipelines that carry water under pressure.Concrete pressure pipe is specified as follows:

(A) Reinforced concrete pressure pipe-steel cylinder type, pretensioned, shall be designed, manufactured and tested in accordancewith AWWA C-303.

Reinforced concrete pressure pipe may be furnished in pipe diameters of sixteen (16) inches through forty-two (42) inches.

Pipe shall be designed by the methods described in Appendix A, AWWA C-303 to resist the internal pressures and external loadingconditions designated on the approved plans or in the project specifications.

(B) Prestressed concrete pressure pipe steel cylinder type, shall be designed, manufactured and tested in accordance withAWWA C-301 and AWWA C-304.

Prestressed concrete pressure pipe may be furnished in pipe diameters forty-two (42) inches and larger.

Pipe shall be designed by the methods described in AWWA C-304 to resist the internal pressures and external loading conditionsdesignated on the approved plans or in the project specifications.

758.2 MANUFACTURE:

The Contractor shall submit design calculations, a tabulated layout schedule, and details of specials and fittings to the Engineerfor review and approval.

When specified in the project specifications, the manufacturer shall furnish all samples, test reports, test specimens and performtests as provided in AWWA C-303 or AWWA C-301.

An approved rust inhibitor shall be applied on the exposed portions of the steel joint rings.

The Contractor shall submit an affidavit of compliance from the manufacturer that the pipe and fittings furnished comply with allapplicable provisions of AWWA C-301 or AWWA C-303.

The Engineer or his representative shall be allowed access to the manufacturer's plant for the purpose of inspecting the pipe andfittings.

SECTION 759

759-1Revised 2002

STEEL PIPE

759.1 GENERAL:

These specifications apply to Steel pipe intended for use in water supply pipelines that carry water under pressure. Steel pipe isspecified as follows:

Steel pipe shall be designed, manufactured and tested in accordance with AWWA C-200.

Steel pipe and fittings may be furnished in pipe diameters of six (6) inches and larger.

Pipe shall be designed by the methods described in AWWA C-200 and AWWA Manual M11, to resist the internal pressures andexternal loading conditions designated on the approved plans or in the project specifications.

Trench excavation, backfilling and compaction shall be in accordance with Section 601 unless otherwise specified in the plansand specifications. For Steel Pipe with a flexible coating the backfill pipe zone material shall consist of Granular Material,maximum 3/4 inch size.

As an option, the backfill in the pipe zone may be Controlled low strength material (CLSM) in accordance with Section 728 andplacement per Section 604.

759.2 LINING AND COATING OPTIONS:

(A) Cement mortar lining and cement mortar coating shall be in accordance with AWWA C-205.

(B) Polyurethane coatings for interior and exterior of steel pipe shall be in accordance with AWWA C-222. The MDFT shallbe 20 mils. on the interior lining and 25 mils. on the exterior coating.

(C) Polyethylene tape coating shall be in accordance with AWWA C-214. The total thickness of the tape coating shall beminimum 50 mils for pipe up to 54 inches diameter and minimum 80 mils for pipe 54 inches diameter and larger.

(D) Liquid-Epoxy coating systems for the interior and exterior of steel water pipelines shall be in accordance with AWWA C-210. Interior lining will be applied in one or two coats MDFT of 16 mils.

All linings for potable waterlines shall be NSF approved.

759.3 MANUFACTURE:

The contractor shall submit design calculations, a tabulated layout schedule, and details of specials and fittings to the Engineerfor review and approval.

When specified in the project specifications, the manufacturer shall furnish all samples, test reports, test specimens and performtests as provided in AWWA C-200 or AWWA manual M11.

Standard pipe shall be furnished with rolled-groove bell and spigot rubber gasket joints. Restrained joints shall be lap-welded slipjoints with the bell formed by cold formed expanded dies.

Unless otherwise specified, fabricated steel pipe shall be manufactured in uniform lengths to fit the pipeline alignment shown onthe plans, subject to a maximum length of 40 feet. For Steel Pipe with flexible coatings the pipe length may be 60 foot maximum,subject to the Manufacturer’s recommendations. Shorter lengths may be furnished to facilitate special conditions.

SECTION 759

759-2 Revised 2002

The Contractor shall submit an affidavit of compliance from the manufacturer that the pipe and fittings furnished comply with allapplicable provisions of AWWA C-200 or AWWA Manual M11.

The Engineer or his representative shall be allowed access to the manufacturer’s plant for the purpose of inspecting the pipe andfittings.

SECTION 760

760-1

COATING CORRUGATED METAL PIPE AND ARCHES

760.1 GENERAL:

Corrugated metal pipe, pipe arches, and connectors to be used or furnished under this specification shall be manufactured andinspected in conformance with the requirements of AASHTO M-36, and as hereinafter specified. The size, type, and wall thicknessof the pipe to be furnished shall be as specified on the project plans or specifications.

760.2 MATERIALS:

Corrugated metal products covered by this specification shall be plain galvanized conforming to the requirements of AASHTOM-36 as modified herein.

The types of bituminous coated pipe shall be as specified by the standard details or special provisions. In addition to the typeslisted in AASHTO M-190, there will be Type E.

Type E Pipe - Corrugated Metal Pipe with Smooth Metal Liner: The pipe shall be manufactured as per AASHTO M-36, Type 1Aexcept that the lock seam shall be on the tangent of the helical corrugation. The ends of each pipe shall be reformed with twoannular corrugations for joining the pipes with approved band couplers. The minimum thickness of the pipe shell shall be asrequired to support external load with no credit for load carrying support given to the liner. The minimum thickness for the linershall be 22 gauge (0.034 inches).

760.3 BASE METAL, SPELTER AND FABRICATION:

The nominal pipe diameter shall meet the tolerances of this specification. Elliptical pipe, when specified, shall be shaped afterfabrication and coating have been completed.

Helically Corrugated Metal Pipe: The pipe shall be fabricated from flat sheets in coils. The base metal, spelter coating, methodof sampling, accepted brands of metal, sheet manufacturer's certified analysis and guarantee, workmanship, marking, inspectionand rejection, shall meet the requirements of AASHTO M-36. Structures furnished shall be either full circle, or pipe-arch inaccordance with Table 4 of AASHTO M-36, or other shape as shown on the plans. The pipe dimensions shall conform toAASHTO M-36 in all respects, except that the corrugations shall be helical instead of annular. The thickness of the galvanizedmetal shall be in accordance with project plans or specifications as otherwise specified. Pipe with helical corrugations shall havea continuous lock or weld seam extending from end to end of each length of pipe. The seams shall be fabricated in such a mannerthat they will not affect the shape or nominal diameter of the pipe and so that they will not create an element of weakness in thepipe.

Spiral Rib Metal Pipe: The pipe shall be fabricated from flat sheets in coils. The base metal, spelter coating, method of sampling,accepted brands of metal, inspection and rejection, shall meet the requirements of AASHTO M-36. Structures furnished shall befull circle on sizes of 18 inch and above as shown in Table 4 of AASHTO M-36. The pipe shall be fabricated with helicalrectangular ribs projecting outwardly from the pipe wall with a continuous lock seam extending from end to end of each lengthof pipe. Spiral Rib Pipe shall consist of two rectangular ribs and one half-circle rib equally spaced between seams. Rectangularribs shall be 3/4 inch wide by 1 inch high. The half-circle rib diameter shall be 1/2 inch and shall be midway between therectangular ribs. Maximum rectangular rib spacing shall be 111/2 inches. The thickness (gage) of the metal shall be in accordancewith project plans and/or specifications or as otherwise specified.

760.4 COUPLING BANDS:

Watertight joints shall be fabricated for corrugated metal pipe by the use of galvanized couplers or connecting bands, bituminouscoated where required, with each band overlapping by at least 2 inches. Corrugated coupling bands shall be constructed andconnected as specified in AASHTO M-36, except as otherwise required herein. The couplers or bands shall be manufactured ofmaterial 2 gages lighter than the gage specified for the pipe material, shall have corrugations or dimples to match the pipecorrugations or end treatment or may be flat, and shall be fastened with bolts. Dimpled coupling bands shall be 10 1/2 inches widefor diameters 12 through 60 inches, and 17 inches wide for diameters above 60 through 96 inches. The 10 1/2 wide bands shallhave 2 rows of dimples of not less than 7 dimples per row, and the 17 inch wide bands shall have 4 rows of dimples of not less than

SECTION 760

760-2

7 dimples per row. The dimple arrangements shall be such that a maximum spread can be attained. The shape of the dimple shall besuch that it shall, in general conform to the standard pipe corrugation. The connecting angles for dimpled coupling bands may beriveted as for standard corrugated coupling bands, or may have slotted angles. The bands shall be attached by means of 1/2 inchnominal diameter carriage bolts. Two bolts are required for pipe up to 36 inches in diameter, 3 bolts for 36 through 60 inch diametersand 5 bolts for pipes above 60 inches in diameter. Plain flat coupling bands and spiral rib flange bands shall have the same width andnumber of bolts as specified above. Flat coupling bands having a single circumferential corrugation rolled in each edge to match asimilar corrugation in the end of each pipe may be 10 1/2 inches wide regardless of pipe diameter and shall be fastened with 2 bolts.

When flanges are provided on the pipe ends, the coupling shall be made by interlocking the flanges with a preformed channel bandor other band incorporating a locking channel not less than 3/4 inches in width. The depth of the channel shall be not less than 1/2inch. The channel band shall have a minimum nominal thickness of 0.079 inches.

760.5 PERMISSIBLE VARIATIONS IN DIMENSION:

The internal diameter of 12 through 24 inch pipe shall not vary more than ±1.5 percent from the design diameter. The internal diameterof 27 through 108 inch shall not vary more than ±1 percent or 3/8 inch, whichever is greater from the design diameter.

Type D Pipe: The design diameter of the metal pipe before paving shall be the diameter shown on the plans plus 1/4 inch. The designdiameter may vary as above.

SECTION 761

761-1

STRUCTURAL PLATE PIPE, ARCHES, AND PIPE ARCHES

761.1 GENERAL:

Structural plate pipe, arches, and pipe arches shall be of the sizes, gages, and dimensions designated on the plans or in the specialprovision and as specified herein.

761.2 MATERIALS:

Plates, nuts and bolts shall conform to the specifications of AASHTO M-167.

Galvanized surfaces which are damaged shall be repaired in accordance with the provision in Section 771.

Bituminous coating shall conform to the provisions of AASHTO M-190.

Damaged bituminous coatings shall be repaired by the Contractor at his expense by applying bituminous material conforming toAASHTO M-190.

761.3 IDENTIFICATION:

The gages of structural plates will be identified on the plans in accordance with the following:

Each installation will be designated not only by size, but also by symbol indicating the number and gage of plates required. Thus,(412-18) will be used to designate an installation for 1 plate length composed of 4, 12 gage plates and 1, 8 gage plate, the heaviestto be placed in the invert.

761.4 DISTORTION:

In advance of placing backfill material around circular structural plate pipes, the pipe shall be distorted.

Distortion may be performed either at the fabricating shop or in the field.

If the plates are distorted in the fabricating shop, the plates shall be distorted to provide an increase in the vertical diameter of the pipe,after assembly, of approximately 5 percent for the full length. Plates shall be marked in order to assure that they will be placed inproper position.

If the pipes are distorted in the field the method of distortion shall conform to the details shown on the plans. The vertical diametershall be increased the approximate percentages listed in the following table, throughout that portion of the pipe between shoulder lines.

Pipes using 1 or 3 gage top and side plates - 1 percent

Pipes using 5 or 7 gage top and side plates - 2 percent

Pipes using 8, 10, or 12 gage top and side plates - 3 percent

Between the shoulder lines and the outer ends of the pipe the distortion may decrease uniformly to zero.

SECTION 765

765-1

RUBBER GASKETS FOR CONCRETE PIPE

765.1 GENERAL:

The joints of concrete pipe shall be O-ring rubber gasket joints conforming to ASTM C-361 except the composition and propertiesof the rubber gaskets shall be as follows:

All rubber gaskets shall be extruded or molded and cured in such a manner as to be dense, homogeneous, and free from porosity andother imperfections. The tolerance for any diameter measured at any cross section shall be ± one-thirty-second inch. All gaskets shallbe manufactured from a synthetic rubber compound in which the elastomer is chloroprene (ASTM-SAE Designation Type SC)exclusively. Said compound shall contain not less than 50 percent by volume of neoprene, shall contain no deleterious substances,and shall conform to Table 765-1.

TABLE 765-1

RUBBER GASKETS

Physical Properties ValueMethodof Test

Tensile strength, Min. psi 1500 ASTM D-412

Elongation at break, Min. % 425 ASTM D-412

Shore durometer hardness, Type A. (1) 40-60 ASTM D-2240

Compression set, Max. % of original deflection, (2) 20 ASTM D-395

Accelerated aging, tensile strength, %, (3) 80 ASTM D-572

Max. increase over original shore durometer value after accelerated aging. 8 ASTM D-2240

Specific Gravity 0.95-1.45±0.05

ASTM D-297

Notes:

(1) Pipe manufacturer shall select value suitable to type of joint.

(2) Use Method B, except disc shall be 1/2 inch long section of rubber gasket stock.

(3) Percent of tensile strength, after aging by the oxygen-pressure chamber (96 hours, 158 ± 1.8°F. 300 ± 15 psi), of the tensilestrength before aging.

It is the intent of these specifications that the gasket container shall be a preformed rectangular groove so constructed that when 2 pipesare joined together the rubber gasket shall be compressed and for all practical purposes substantially fill and be largely confined withinthe rectangular groove.

The Contractor shall submit for approval details of the shape and size of the gaskets he proposes to furnish. The Contractor shallsubmit certified test results in triplicate showing the physical properties of the materials used in the manufacturer of gaskets.

SECTION 770

770-1Revised 2000

STRUCTURAL AND RIVET STEEL, RIVETS, BOLTS, PINS, AND ANCHOR BOLTS

770.1 GENERAL:

All steel, unless otherwise designated on the plans or in the special provisions, shall conform to the requirements of ASTM A-36.

Report of Tests: Before fabrication, the Contractor shall furnish to the Engineer a certified mill report in triplicate, for each identifiablemelt of steel or iron from which the material is to be fabricated. The report shall include the chemical and physical tests required bythe ASTM specifications.

Additional Tests: The Contracting Agency reserves the right to require and to make additional mill and laboratory tests. The numberof such additional tests will be limited as follows, except that in the case of failure of the material to comply with the ASTMrequirements, more tests will be made:

Structural steel, 1 complete test for each heat or each 10 tons of identifiable stock. Rivets, 1 complete test for each size. Bolts, 1complete test for each lot.

Identifiable stock is material for which authentic records of the chemical and physical properties are available.

Test specimens shall be furnished, cut, and machined in accordance with the ASTM specification, for the material to be tested, asreferred to herein. Test specimens shall be furnished and machined by the Contractor at no additional cost to the Contracting Agency.

Mill Tolerances: Rolling and cutting tolerances, permissible variations in weight and dimensions, defects and imperfections shall notexceed the limits for structural steel contained in ASTM A-6.

Stock Material: When the Contractor proposes to use material already in stock, he shall notify the Engineer of such intention at least10 days in advance of beginning fabrication, to permit sampling and testing.

770.2 STRUCTURAL STEEL:

Stock Materials: The Contractor shall select the material he wishes to use from stock. The Contractor shall furnish 3 certified millreports for each of the heat numbers. Two samples shall be taken by a representative of the Engineer from each heat number, one forthe tension test and one for the coldbend test. If the heat numbers cannot be identified, the representative of the Engineer shall selectrandom test specimens from the unidentifiable heats. The number of such test specimens shall be at the discretion of the Engineer.The cost of all tests on stock material shall be borne by the Contractor.

High Strength Low-Alloy Structural Steel: The material shall conform to the requirements of ASTM A-242, A-572/A-572M, A-606,A-607 or A-653 Grades C, D, or E as specified in the special provisions.

Copper Bearing Structural Steel: Copper bearing structural steel shall conform to the requirements of ASTM A-36, A-570, A-611,or A-653 as specified in the special provisions.

770.3 RIVETS:

Stock Material: Rivets taken from identifiable stock shall be accepted by the Engineer in accordance with this specification.

Rivets from unidentifiable stock, for which authentic records of the chemical and physical properties are not available, shall not beused except where shown on the plans or when approved by the Engineer.

High-Strength Structural Rivet Steel: The material shall conform to the requirements of ASTM A-502.

Structural Rivet Steel: The material shall conform to the requirements of ASTM A-502, except that the test specimen shall be bentupon itself when performing the bend test.

SECTION 770

770-2

770.4 BOLTS:

Unfinished Bolts: The bolts shall have square heads and square nuts unless otherwise specified. The bolts shall be long enough toextend entirely through the nut but not more than 1/4 inch beyond. Washers shall not be furnished unless specified.

Steel bolts shall conform to the requirements of ASTM A-307, except that steel manufactured by the acid Bessemer process shall notbe used.

High Strength Bolts: High strength bolts shall conform to the provisions of the specification for the design, fabrication and erectionof structural steel for buildings of the AISC.

770.5 ANCHOR BOLTS:

Anchor bolts shall be manufactured from steel conforming to ASTM A-36 or A-307.

770.6 MILD-STEEL FORGINGS FOR STRUCTURAL PURPOSES:

Steel forgings shall be made from steel of forging quality and shall conform to the requirements of ASTM A-668. They shall be ClassC forgings with a maximum carbon content of 0.35 percent and shall be given a thorough annealing. The metal shall have a minimumBrinnel hardness number of 130, and a maximum of 190, when tested in accordance with ASTM E-10.

SECTION 771

771-1Revised 2000

GALVANIZING

771.1 GENERAL:

Materials shall be hot-dip galvanized and the weight and uniformity of coating determined in accordance with the standardspecifications given in Table 771-1.

TABLE 771-1

GALVANIZING SPECIFICATIONS

MaterialASTMSpec.

Weight of CoatingOunces/Square Foot (Min.)

Corrugated Metal Pipe A-929 1.80

Flat Steel or Iron Sheets A-653,A-924

1.25

Iron or Steel Wire A-116 .80

Chain Link Fabric A-392 1.20

Barbed Wire A-121 .50

Steel Pipe Rails A-53 1.80

Structural Shapes, Tie Rods, OrnamentalIron Railings, Handrails, Manhole andCatch Basin Steps, and Curb Armor

A-123 2.00

Bolts, Nuts, Washers, Anchor Bolts,Packing Spools, Gray Iron and MalleableIron Castings and Steel Castings

A-153 1.25

771.2 WORKMANSHIP:

The galvanizing shall be applied in such a manner that the spelter will not peel off. The finished product shall be free from blistersand excess spelter, and the coating shall be even, smooth, and uniform throughout. Machine work, die work, cutting, punching,bending, welding, drilling, thread cutting and other fabricating shall all be done as far as is practicable before the galvanizing. Nomember shall be galvanized which is out of alignment. All members (nuts, bolts, washers, etc.) shall be galvanized before a structuralunit is assembled. All uncoated spots or damaged coatings due to poor workmanship, rough handling, or any other reason shall because for rejection.

771.3 TEST COUPONS:

Test coupons for determining the quality of the galvanizing shall be wired to the materials to be galvanized before immersion in sucha manner as to represent the amount of coating deposited on the materials.

771.4 REPAIR OF GALVANIZED SURFACES:

Unless otherwise specified, where galvanized surfaces are field or shop cut, broken, burned or abraded, thus breaking the galvanizing,the locations thus damaged shall be repaired to the satisfaction of the Engineer with zinc dust-zinc oxide coating conforming toAASHTO M-36.

SECTION 772

772-1 Revised 2000

CHAIN LINK FENCE

772.1 GENERAL:

All material shall be new and, upon request, the Contractor shall furnish to the Contracting Agency, a certification of inspection statingthat the materials have been manufactured, sampled, tested and inspected so as to meet the requirements for its type as specified below.

772.2 POSTS, RAILS AND BRACES:

Posts, rails and braces shall be constructed of pipe in conformance with types A, B or C below. Unless specifically designated by typein the plans or specifications, the Contractor may utilize any of the three types. The posts and rails in this section will cover fencingup to 12 feet in height with post spacing not to exceed 10 feet. The nominal outside dimensions and minimum weights shall be inaccordance with Table 772-1. The manufacturer or his representative shall legibly mark each length of pipe by rolling, stamping orstenciling to identify the product by product name, ASTM standard, etc. and the country of manufacture.

Type A: Pipe shall be black steel, welded or seamless, hot-dipped zinc coated, manufactured in conformance to ASTM F-1083, plainend, standard weight (schedule 40). The hot-dipped zinc coating (galvanized) shall be applied both inside and outside with not lessthan 1.8 ozs. per square foot ± 0.1 ozs.

Type B: Steel used in the manufacturing of the pipe shall be hot-rolled strip steel in compliance with ASTM A-569 having a minimumyield strength of 50,000 psi. The pipe will be manufactured by electric welded cold-formed process per ASTM A-500. The exteriorsurface will be triple coated and the interior surface single coated per ASTM F-1043. The triple coated external surface shall behot-dipped zinc coated (galvanized) having a weight of not less than 1.0 ozs. per square foot ± 0.1 ozs., followed by a chromateconversion coating, having a weight not less than 1.05 micro ounces per square foot ± 0.353 micro ounces (30 micrograms per squareinch ± 15 micrograms) and an acrylic coating having a thickness of 0.0005 inches ± 0.0002 inches. The internal surface shall be coatedwith a zinc base paint having a 90% zinc powder loading and having a minimum thickness of 0.0005 inches.

Type C: Steel used in the manufacturing of the pipe shall be strip steel in compliance with ASTM A-653 Grade D having a minimumyield strength of 50,000 psi. Both sides of the strip shall be hot-dipped zinc coated (galvanized) per ASTM A-653 and A-924 havingthe weight of not less than 1.0 oz. per square inch ± 0.1 oz. The zinc coating will form the first coat of a triple coated external surfaceand the final coat of the interior surface. The pipe will be manufactured by electric welded cold formed process per ASTM A-789.After manufacturing, the final two external coatings shall be a chromate conversion having a weight of not less than 1.05 micro ouncesper square inch ± 0.353 micro ounces and an acrylic coating having a thickness of 0.0005 inches ± 0.0002 inches.

772.3 CHAIN LINK FABRIC:

Chain link fabric shall conform to the requirements of ASTMA-392 (Zinc-Coated) or ASTMA-491(Aluminum-Coated). The coatingprocess must leave the fabric completely free of barbs, icicles, or other projections which might be hazardous. The wire used in themanufacture of the fabric shall be 11 gage for all fence 60 inches or less in height and shall be 9 gage for all fence over 60 inches inheight unless otherwise specified.

All chain link fabric shall be woven into approximately 2 inch mesh. Fabric less than 60 inches wide shall have knuckled finish onthe top edge, and twisted and barbed finish on the bottom edge. Fabric 60 inches or greater in width shall have twisted and barbedfinish on both edges. Barbing shall be done by cutting the wire on the bias.

772.4 TENSION WIRES AND FABRIC TIES:

Tension wires shall be at least 7 gage galvanized coil spring steel wire per ASTM A-824. Ties used to fasten the fabric to posts, rails,and gate frames shall be not smaller than 11 gage galvanized steel, 6 gage aluminum wire, or approved non-corrosive metal bands.

Tension bars used in fastening fabric to end and corner posts and gate frames shall be galvanized high carbon steel bars not smallerthan 3/16 inch x 3/4 inch.

SECTION 772

772-2

TABLE 772-1

FENCE MEMBER SIZES & WEIGHTS

USE

FENCEHEIGHT

(Feet)NPS

DESIGNATOR

OUTSIDEDIAMETER

(Inches)

WEIGHT(Lb/Lf Minimum)

TYPE ASchedule 40

TYPEB and C

FENCE POSTS

End, corner, slope, pull and strain posts Less than 6 2 2.375 3.65 3.12

6 and overbut

less than 921/2 2.875 5.79 4.64

9 and overbut

not over 1231/2 4.000 9.11 6.56

Line posts less than 6 11/2 1.900 2.72 2.28

6 and overbut

less than 92 2.375 3.65 3.12

9 and overbut

not over 1221/2 2.875 5.79 4.64

GATE POSTS

Single swing gates 6 feet or less in width or double swinggates 12 feet or less

less than 6 2 2.375 3.65 3.12

6 and overbut

not over 1231/2 4.000 9.11 6.56

Single swing gates over 6 feet but not over 13 feet in width ordouble swing gates over 12 feet but not over 26 feet in width — 31/2 4.000 9.11 6.56

Single swing gates over 13 feet but not over 18 feet in widthof double swing gates over 26 feet but not over 36 feet in

width— 6 6.625 18.97 —

Single swing gates over 18 feet in width or double swing gatesover 36 feet in width

— 8 8.625 28.55 —

OTHER MEMBERS

Top rail and braces — 11/4 1.666 2.27 1.84

Frame for gates — 11/2 1.900 2.72 2.28

Stiffners for gates — 11/4 1.666 2.27 1.84

Notes to Table 772-1:

All unit weights shall be subject to the standard mill tolerance of ± 5 percent.

Posts shall be fitted with tops designed so as to fit securely over the posts and carry a top rail where specified. They shall have a totallength of not less than the depth of the concrete footings, as specified, plus the length required above ground. Where no top rail isrequired, pipe posts shall be fitted with suitable caps.

Top rail shall be furnished in random lengths of approximately 20 feet where required.

SECTION 772

772-3

772.5 TRUSS OR TENSION RODS:

Truss or tension rods used in trussing gate frames and line posts adjacent to end, corner, slope or gate posts shall be adjustable 3/8inch diameter galvanized steel rod. When used in trussing line posts, adjustment shall be provided by means of galvanized, turnbuckleor other suitable tightening devices.

772.6 FITTINGS:

Fittings shall conform to ASTM F-626.

Fittings, hardware, nuts and bolts shall be galvanized.

Couplings to connect the individual lengths of top rail shall be of the outside sleeve type at least 7 inches long. The bore of the sleevesshall be sufficiently true to maintain adjacent lengths of rail in alignment.

Extension arms for barbed wire on pipe posts shall be of 13 gage steel or heavier, single piece construction and a type that can beattached to the tops of the posts. Extension arms shall carry 3 wires at approximately 5 1/2 inch centers in a plane approximately 45degrees from the vertical, inclined as shown on the plans or as directed by the Engineer.

772.7 BARBED WIRE:

Barbed wire shall be 4 point pattern, composed of 2 strands of 12 1/2 gage galvanized steel wire with barbs spaced 5 inches apart andshall conform to ASTM A-121.

SECTION 775

775-1Revised 1999

BRICK AND CONCRETE MASONRY UNITS (BLOCKS)

775.1 BRICK:

Brick shall be whole, sound, and hard burned and shall give a clear ringing sound when struck together. They shall be uniform inquality and shall be culled or sorted before delivery to the work.

775.1.1 MANHOLE BRICK:

Sewer and water manhole brick shall conform, except for dimensional tolerances, to the requirements of ASTM C-32, Grade MM.

Manhole brick shall conform to Table 775-1.

TABLE 775-1

MANHOLE BRICK DIMENSIONS

Brick Inches Depth Inches Width Inches Length

Standard SizeAllowable Variations

2 1/4±1/8

3 1/2±1/8

7 1/2±1/4

The following paragraphs shall be added to the section on visual inspection:

No individual brick shall be rejected unless it shows visual evidence of major cracking. A major crack is defined as one that has atleast one complete separation, for a distance of 1 3/4 inches, through the brick in any direction, including any cored area. Such a crackshall be regarded as affecting the serviceability of the brick and shall be rejected and not used in the structure.

Fifty bricks may be sampled at random intervals from any cube for visual inspection. Of the 50 samples, 45 must pass visual inspectionfor major cracks. Should less than 45 pass, the cube of brick shall be rejected and the brick must not be used in the structure.

775.1.2 BUILDING BRICK:

Building brick shall conform to the requirements of ASTM C-62, grade MW.

775.1.3 FACING BRICK:

Facing brick shall conform to the requirements of ASTM C-216, Grade MW, Type FBS. The size, color, and texture shall be asspecified on the plans or as approved by the Engineer.

775.2 CONCRETE MASONRY UNITS:

Unless otherwise noted on the plans or special provisions, concrete masonry units shall conform to ASTM C-90, Normal Weight, TypeI with a minimum compressive strength of 1900 psi.

The units shall be fully cured and shall have been made not less than 28 days prior to delivery.

The moisture content at the time of delivery shall not exceed 30 percent of the minimum absorption value of the units. The Contractorshall provide any protection he deems necessary to maintain the units in this condition until time of use.

The linear change from saturated to cool oven dry shall not exceed 0.0054 inches per linear foot or 0.045 of 1 percent conducted inaccordance with test method in ASTM C-426.

The units shall be made with normal weight aggregate conforming to ASTM C-33.

SECTION 775

775-2 Revised 1999

The nominal size of the units shall be as indicated on the plans. The overall dimensions for width, height and length shall differ bynot more than ± 1/8 inch from the specified standard dimensions. Standard dimensions of units are the manufacturer’s designateddimensions. Nominal dimensions of units are equal to the standard dimensions plus the thickness of one mortar joint.

No less than 5 samples of the units shall be submitted to the Engineer for approval and to show the full variance of texture and fullrange of color. Units used in the work shall match the approved samples. These samples may be tested for strength.

All units shall be sound and free of cracks or other defects that would interfere with the proper placing of the unit or wouldsignificantly impair the strength or permanence of the construction. When units are to be used in an exposed setting, the face or facesthat are to be exposed shall not show chips or cracks, not otherwise permitted, or other imperfections when viewed from a distanceof not less than 6 feet under diffused lighting.

Units that are intended to serve as a base for plaster or stucco shall have a sufficiently rough surface to afford a good bond.

SECTION 776

776-1

MASONRY MORTAR AND GROUT

776.1 GENERAL:

Masonry mortar and grout shall consist of a mixture of cementitious material and aggregate to which sufficient water has been addedto bring the resulting mixture to the desired consistency.

Table 776-1 and 776-2 indicates the average compressive strength obtained when the cementitious material, aggregate, and water (therequired amount to provide a flow of 110 ± 5 percent) are combined in the proportion shown in Table 776-3 and 776-4.

The mortar or grout to be used will be designated by class in the special provisions and the correct proportions of cementitiousmaterials and aggregate will be combined with the minimum amount of water to provide a workable mixture.

Retempering of the mortar or grout will not be a standard practice and the Engineer's approval will be required for any exception.

TABLES 776-1 & 776-2

MASONRY MORTAR AND GROUT COMPRESSIVE STRENGTH

Table 776-1Masonry Mortar

Table 776-2Grout

TypeCompressive Strength

28 Days (psi) TypeCompressive Strength

28 Days (psi)

ABCDMS

550050004000300025001800

Fine GroutCoarse Grout

25002500

TABLE 776-3

MASONRY MORTAR PROPORTIONS BY VOLUME

TypePortlandCement

HydratedLime

AggregateASTM C-144

ABCDM*S

111111

0000

1/41/2

11 1/2

22 1/2

2 1/4 to 32 1/4 to 3

*Masonry cement type S may be substituted for the cementitious material. Prior approval of the Engineer is required.

TABLE 776-4

GROUT FOR REINFORCED MASONRY PROPORTIONS BY VOLUME FOR FIELD BATCHING

TypePortlandCement

FineAggregate

(ASTM C-404)

CoarseAggregate

(ASTM C-404)

Fine GroutCoarse Grout

11

2 1/4 to 321/2

01 to 2

SECTION 776

776-2

776.2 PORTLAND CEMENT:

The cement used shall conform with Section 725. For volumetric proportioning an unopened sack of cement weighing 94 pounds shallbe considered as having a 1 cubic foot volume.

In proportioning the cement, it shall be measured loose, without shaking or compacting, in measuring devices of known capacity.

776.3 AGGREGATE:

The aggregate used shall conform with Section 701. It shall be approved by the Engineer prior to being utilized on the job. Any changeof course will require additional approval or this neglect will be considered as sufficient cause for rejection of work.

In proportioning the aggregate, it shall be measured damp, loose without shaking or compacting, in measuring devices of knowncapacity.

776.4 MASONRY CEMENT:

Masonry cement used shall conform to ASTM C-91 with the exception that the average compressive strength shall not be less than2500 psi at 28 days.

776.5 HYDRATED LIME:

Hydrated lime used shall conform to ASTM C-207, Type S.

776.6 WATER:

The water used shall conform to section 725.

776.7 ADMIXTURES:

Admixtures, unless prescribed in the special provisions, will not be used without prior approval of the Engineer.

776.8 TESTS:

776.8.1 Mortar: If in the opinion of the Engineer there is sufficient cause to question the quality of the mortar being utilized, randomfield test in accordance with ASTM C-780 Annex A-1 and A-6 will be performed. For this area, the penetration of the conepenetrometer correlating to a flow of 110 ± 5 percent is 40 ± 3 mm.

776.8.2 Grout: If required, tests shall be performed in accordance with Uniform Building Code Standard No. 24-23 Section 24.2301.

SECTION 778

778-1

LUMBER

778.1 GENERAL:

Unless otherwise specified or shown on the plans, all lumber shall be Douglas Fir or graded pine and shall be selected as to grade andshall conform in all particulars to the standard grading and dressing rules of the West Coast Lumber Inspection Bureau.

Plywood shall be not less than 3 ply, manufactured and graded in accordance with the standard grading rules of the APA.

Lumber for uses listed shall not be lower than the following grades:

Uses Grade

(A) Permanent Construction, such as bridges and cluverts. Select Structural, for beams and stringers;Construction, for balance of structure.

(B) Minor permanent construction, such as fences, guard rails andposts, pavement headers, bulkheads, retaining structures, etc.

Construction.

(C) Falsework and studs, and wales for formwork. Construction, for framing, beams, or timbers.

(D) Form sheeting for nonshowing surfaces of concrete. Standard, for boards; shiplap; or any grade of plywood.

(E) Form sheeting for showing surfaces of ornamental concrete. C and Better Industrial clear; concrete form grade ofplywood; or overlay plywood.

(F) Form sheeting for curved soffits of bridge & tunnel arches,plastered or unplastered.

Select Merchantable, board; concrete form grade ofplywood; or overlay plywood.

(G) Soffits of beams and girders and slabs between beams andgirders; for beam and girder sides, except ornamentalconcrete; and for headwalls or endwalls of culverts or coveredconduits.

Concrete form grade of plywood or overlay plywood.

(H) Form sheeting for showing surfaces of channel walls orinterior surfaces, except floors; for covered conduit and allother showing surfaces not specified above.

Tongue and groove flooring equal to C and Better flatgrain; concrete form grade of plywood; or overlayplywood.

(I) All other lumber. Construction.

778.2 REDWOOD:

Redwood lumber shall be selected as to grade and shall conform in all particulars to the standard specifications for grades of CaliforniaRedwood of the California Redwood Association.

Redwood lumber for the uses listed shall not be lower than the following grades:

Uses Grade

(A) Bridges, culverts, and guardrail posts Dense Structural.

(B) All other Redwood Lumber Foundation.

SECTION 778

778-2

778.3 GRADE MARKING:

Lumber. Each piece of lumber shall bear an official grade mark which, unless authorized otherwise, shall be the grade mark adoptedby one of the following associations:

(A) For Douglas Fir and Pine -The West Coast Lumber Inspection Bureau or other agency approved by the Engineer.

(B) For Redwood -The California Redwood Association.

Plywood: Each sheet of plywood shall bear the official stamp of the APA stating the grading of the sheet.

SECTION 779

779-1

WOOD PRESERVATIVES

779.1 GENERAL:

This work shall consist of treating lumber, timber, and piling. Lumber, timber, and piling to be treated shall conform to therequirements of the specification of the AWPA and as specified herein.

Where practical, lumber to be treated shall be cut to size and framed, prior to treatment. Proper allowance for shrinkage in the sizesof lumber shall be made by the Contractor where it is necessary to meet definite dimensions shown on the plans.

779.2 OIL TYPE PRESERVATIVE TREATMENT:

Preservatives under this specification shall be creosote, creosote-coal tar solutions, creosote petroleum solutions, or pentachlorphenolin petroleum oils, conforming to AWPA specifications and as specified by the Engineer.

Treatment: The treating operations shall conform to the applicable requirements of the AWPA specifications.

Unless indicated otherwise on the plans or in the special provisions, the amount of preservative to be retained and the treating processto be used for the various types of service shall conform to the appropriate AWPA specification.

Incising: Unless otherwise specified, timber to be treated under this specification that is 3 inches or more in nominal thickness and4 inches or more in nominal width, shall be incised before treatment as a means of securing penetration of the preservative. If suchthickness is less than 4 inches, the material may be incised on the wide faces only; otherwise, all 4 faces shall be incised.

779.3 WATER BORNE SALT PRESERVATIVES TREATMENT:

Preservatives under this specification shall conform to the requirements of AWPA specifications unless otherwise approved in writingby the Engineer, but restricted to the following preservatives:

Chromated Zinc Chloride (CZC)

Tanalith (Wolman Salts)

Ammoniacal Copper Aresnite (Chemonite)

Chromated Zinc Arsenate (Boliden Salt)

Chromated Copper Arsenate (Erdalith)

779.4 FIELD TREATMENT OF CUT SURFACES:

When sawing or drilling is necessary after plant treatment, the cut surfaces shall be thoroughly brushed with 2 coats of the same kindof preservative in conformance with AWPA specification. The maximum protection requirement specified therein shall be met in allinstances.

SECTION 780

780-1

TIMBER PILES

780.1 GENERAL:

All piles shall conform to the specifications of ASTM D-25 for clean peeled Class B piles.

SECTION 781

781-1

STEEL PILES

781.1 GENERAL:

Steel piles furnished under this specification shall consist of structural steel shapes that fulfill the requirements prescribed for suchmaterial in ASTM A-36 and shall conform to the details and dimensions indicated by the plans and specifications relating directlythereto. The kind and type of steel piling to be used in the work shall be as indicated on the plans or special provisions.

781.2 MANUFACTURING:

Material for sheet piles shall not be made by the acid Bessemer process.

Steel sheet piling shall consist of standard interlocking sheet pile sections.

SECTION 782

782-1

CONCRETE PILES

782.1 GENERAL:

Concrete piles furnished shall be precast, cast-in-place, prestressed, or centrifugal cast piles. The type to be furnished will be asspecified on the plans or in the special provisions.

782.2 MANUFACTURING:

Concrete shall be mixed and proportioned in accordance with the requirements of Section 725. The class of concrete will be as statedon the plans or in the special provisions.

The manufacture of prestressed piles shall be performed in accordance with Section 506. Precast, cast-in-place and centrifugal castpiles shall be manufactured as specified in the special provisions.

SECTION 785

785-1

STEEL CASTINGS

785.1 GENERAL:

The castings shall be true to pattern in form and dimension and free from pouring faults, sponginess, cracks, blowholes, or defects thatwould affect the service value of the casting.

Blowholes shall not have a depth sufficient to affect injuriously the strength of the castings. Minor defects which do not impair thestrength of a casting may, with the approval of the Engineer, be welded by an approved satisfactory means and after welding, thecastings shall be annealed, if so required by the Engineer. Castings which have been welded without the permission of the Engineershall be rejected.

785.2 FINISH:

The dimensions of the finished castings shall be not less than the specified dimensions. Castings shall not be more than 71/2 percentoverweight.

The bearing surfaces of rockers and rocker plates shall be machined accurately to the dimensions shown on the plans. The final surfaceshall be produced by a finishing cut. They shall be straight, smooth, and free from flaws.

Chemical analysis shall be performed in accordance with ASTM E-30.


Test coupons from which tension test pieces are prepared shall be attached to the castings where practicable. If, in the opinion of themanufacturer, the design of the casting is such that test coupons should not be attached thereon, the test coupons shall be cast attachedto separate cast blocks. Sufficient coupons shall be cast to represent each lot with additional specimens for use in case retests shouldbe required. A lot shall be considered as all castings in a melt which have constituted part or all of a heat-treatment charge.

Coupons shall remain attached until after the annealing process has been completed. Coupons may be identified by a representativeof the Engineer. Where test coupons are cast separately from the castings, a representative of the Engineer may be present at the timeof pouring to identify both coupons and castings. Coupons cast separately from the castings shall not be detached from the block towhich they are fastened until identified.

The test coupons shall be of such size that test specimens can be machined to dimensions as specified in the ASTM procedure referredto herein. Where a specimen on machining, appears faulty and a true sample of the lot of castings to which it belongs, therepresentative of the Engineer may substitute another coupon of the lot in question. Test specimens shall be furnished and machinedby the Contractor at no additional cost to the Contracting Agency.

785.4 RETESTS:

If the results of the physical test for any lot do not conform to the requirements specified, the manufacturer may reheat-treat such lot.Representative coupons shall be reheat-treated with the lot to serve as retest specimens.

785.5 HIGH-STRENGTH STEEL CASTINGS FOR STRUCTURAL PURPOSES:

Castings shall conform to ASTM A-148, Grade 80-50 except that the steel shall contain not less than 0.60 percent of manganese andnot less than 0.20 percent of silicon.

785.6 MILD-TO-MEDIUM STRENGTH CARBON-STEEL CASTINGS FOR GENERAL APPLICATION:

Castings shall conform to ASTM A-27, Grade 65-35. The metal shall have a minimum Brinell hardness number of 130, when testedin accordance with ASTM E-10.

785.7 CASTINGS FOR HIGHWAY BRIDGES:

Steel castings for highway bridges shall conform to ASTM A-486 or AASHTO M-192.

SECTION 786

786-1

BRONZE CASTINGS

786.1 GENERAL:

The castings shall be true to pattern in form and dimensions and free from defects that would affect the service value of the casting.Minor defects may be repaired with the approval of the Engineer. Chemical analysis shall be made in accordance with ASTM E-54.

786.2 PHYSICAL PROPERTIES:

Expansion and bearing plates shall conform to the physical properties as required in ASTM B-22, for alloy C castings.

The physical test shall be performed on coupons cast integrally with the casting, as described in ASTM B-208, double keel block testbar. The coupons shall remain attached during all heating and cooling cycles to which the casting is subjected. In cases where castingsare of such a size or design that it is difficult to cast attached coupons, permission may be granted by the Engineer to cast test couponsindependently of the castings.

786.3 WORKMANSHIP:

Castings shall be sound, clean, and free from blowholes, porous places, cracks, and other defects.

Castings that show injurious defects revealed by machine operations or by X-ray subsequent to delivery may be rejected and, ifrejected, shall be replaced by the Contractor without charge.

No welding or patching of defects in castings will be permitted unless authorized by the Engineer. Any such welding or patching donewithout authorization shall be cause for rejections.

786.4 ORNAMENTAL TABLETS:

The letters shall be heavily raised and spaced carefully to secure a uniform and balanced effect over the entire area of the panel. Thebackground of the letter panel shall have a finely-pebbled surface. The model of the tablet shall be submitted to the Engineer forapproval before castings are made.

Castings shall be boldly filleted at angles, and the arises shall be sharp and perfect. Castings shall be true to pattern in form anddimension and shall be free from inclusion of foreign material, casting faults, injurious blowholes, or other defects rendering themunsuitable for the service intended.

The faces and edges of lettering and ornaments shall be carefully hand-tooled sharp and clean. Beveled edges shall be hand-tooledsharp, clean, smooth, and true. Outside borders shall be straight and true and shall be thoroughly polished. Filing and other tool marksshall be removed.

The lettering, the ornaments, and the beveled edges shall be given a fine satin hand finish; the lettering, bevels, and rosettes shall behighlighted; the leaves and scrolls slightly highlighted, but well polished. The pebble background shall be finished in dark statuarybronze, polished as the Engineer may direct.

786.5 EXPANSION AND BEARING PLATES:

The sliding contact faces shall be machined smooth to true planes. If practicable, one plate shall be machined at right angles to theother plate in the set.

SECTION 787

787-1Revised 1999

GRAY IRON CASTINGS

787.1 GENERAL:

The castings shall be true to pattern in form and dimension and free from pouring faults, spongings, cracks, blowholes, or other defectsin locations affecting their strength and value for the service intended. Castings shall be filleted boldly at angles, and the arises shallbe sharp and true.

Before the castings are removed from the foundry, they shall be thoroughly cleaned and the parting lines, gates, and risers ground flush.


Test coupons shall be cast separately of the castings, using a mold as described in ASTM A-48. A representative of the Engineer maybe present at the time a melt is poured to identify both coupons and castings.

Two test coupons are required for each melt poured. Additional coupons shall be cast for use as replacements or in case a retest isrequired.

A representative of the Engineer may discard and replace specimens which show obvious lack of continuity of metal or if themachining is defective.

The manufacturer shall machine the tension specimens to the dimension specified for specimen B of ASTM A-48, at no additionalcost to the Contracting Agency.

When approved by the Engineer transverse tests may be made in lieu of tensile tests, in which case the castings shall meet therequirements of ASTM A-48.

787.3 MANHOLE FRAME AND COVER SETS:

Castings shall conform to ASTM A-48, Class 30. The bearing surfaces of the frames and covers shall be machined and the cover shallseat firmly onto the frame without rocking.

Covers shall be the types and shall be imprinted as shown on the plans or standard details.

787.4 RAILINGS, RAILING POSTS, AND WHEEL GUARDS:

Castings shall conform to ASTM A-48, Class 40.

787.5 ROCKERS, ROCKER PLATE BEARINGS, AND BEARING PLATES FOR BRIDGES:

Castings shall conform to ASTM A-48, Class 50.

Castings shall be machined and finished as specified on the plans provided that tool marks on sliding contact surfaces shall run in thedirection of plate movement, or in the case of rocker plate bearings, perpendicular to the rocker movement. Tool marks shall be notmore than 1/32 inch apart.

787.6 UNCLASSIFIED CASTINGS:

All castings not specifically classified, shall conform to the requirements of ASTM A-48, Class 30.

SECTION 790

790-1 Revised 1999

PAINT

790.1 GENERAL:

Paint shall be homogeneous, free of contaminants, and of a consistency suitable for the intended use. Finished paint shall bewell-ground and the pigment shall be properly dispersed in the vehicle according to the requirements of the paint; and this dispersionshall be of such nature that the pigment does not settle appreciably, does not cake or thicken in the container, or become granular orcurdled. Paint and paint materials shall be delivered to the job site in new, unopened air-tight containers appropriately identified withthe manufacturer's name, date of manufacture, type of paint or paint material, specifications paint number, and lot or batch number.The container shall have a formula label.

No paint shall be used until at least 7 days have elapsed from the date of manufacture. Paint containing lead shall comply withSubsection 107.5.2.

790.2 PROPRIETARY BRANDS:

For the purpose of this specification, proprietary brands of paint and paint materials shall be construed to mean paint or paint materialsconforming to the requirements of this specification and produced for distribution and consumption through regular wholesale andretail outlets. Whenever paint or paint materials are designated on the plans or special provision by a manufacturer's name or catalogreference, any proprietary brand of equal quality will be permitted, subject to the approval of the Engineer. Information required bythe Engineer as proof of the comparative quality shall be furnished by the Contractor.

790.3 PAINT COATS:

The first coat of paint applied to an unpainted surface shall be called the prime coat. The paint applied to field connections, welds,rivets, and all damaged or defectively painted or rusty areas on a prime coated surface shall be called a touch-up coat. The paintapplied over the prime coat and touch-up coat shall be called the second coat. The final coat of paint shall be called the finish coat.

790.4 MATERIALS:

Materials shall conform in all respects to the requirements of references specifications indicated for such material.

Upon request of the Engineer, the Contractor shall furnish a certification from the manufacturer that the material conforms with thisspecification.

(A) Vehicles: Specification:Raw Linseed Oil ASTM D-234Boiled Linseed Oil ASTM D-260Water-Resistant Spar Varnish Navy Department Specification 52V20Alkyd Resin TT-R-266CDriers ASTM D-600, Class A or Class B, as applicable

Thinners:Xylene TT-X-916B, Grade ATurpentine (shall be used in ASTM D-13, Gum Spirits

paints used for timber)Petroleum Spirits (Mineral Spirits) ASTM D-235

SECTION 790

790-2

(B) Pigments Specifications:Carbonblack TT-P-343 Form 1, Class BLampblack ASTM D-209Red Lead ASTM D-83Titanium Dioxide, Non-extended ASTM D-476, Type II, Class IITitanium Dioxide, Extended ASTM D-476

(Titanium Calcium, Rutile)Titanium Dioxide TT-P-422B, Type III, Class AWhite Lead Basic Carbonate ASTM D-81Zinc Yellow (Zinc Chromate) ASTM D-478, Type IIZinc Oxide ASTM D-79Iron Blue TT-P-385Iron Oxide, Yellow TT-P-458AIron Oxide, Orange ASTM D-3721, D-3722, D-3724Hansa Yellow G MIL-H-10330Organic Green Gold Dupont YT 562-D or equal, specific gravity 161 ±0.05Chromium Oxide, Green Graphite TT-P-347

Graphite shall be natural amorphous material (American product) which shall contain not less than 35 percent nor more than 45percent graphite carbon. The remainder shall be insoluble siliceous material containing a total of not more than 5 percent calcium andmagnesium carbonate and sulfate. The pigment shall be ground to such a fineness that not less than 97 percent shall pass a No. 325sieve. The graphite paste shall be made by grinding the pigment in pure raw linseed oil in the following proportions:

Amphorus Graphite . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68.0 percentLinseed Oil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32.0 percent

(C) Inert Materials: Specifications:Diatomaceous Silica ASTM D-604, Type AMagnesium Silicate ASTM D-605

790.5 MIXED PAINTS:

All mixed paints shall, in general, be machine-mixed and shall consist of the pigment of the required fineness and composition, groundto the desired paste consistency in pure raw or boiled linseed oil, to which shall be added the remainder of the vehicle to make paintconforming to the required formula as herein specified.

Paint which has hardened and thickened in the container such that it cannot be readily broken up to a smooth uniform paint of goodbrushing consistency shall not be used.

All materials used in mixed paints shall conform to the requirements as herein specified. The paint shall be made to satisfactoryworkable consistency conforming to one of the following formulas for paint as required on the plans or in the special provisions. Allpercentages shown are by weight.

Any of the following paints which are too thick to have a satisfactory workable consistency shall be thinned with a suitable thinnerfrom the group of thinners herein specified. In no case shall gasoline be used as a thinner.

Fineness of grind for enamel shall conform to Hegman 7 minimum.

The following paints shall conform to the latest ADOT standard specifications for Road and Bridge Construction. All paints, exceptPaint No. 10 (Aluminum), shall be shipped ready for use.

When Paint No. 1 is specified, it may be Paint No. 1-A or Paint No. 1-B. Paint No. 1-D shall be used only when specificallydesignated.

SECTION 790

790-3

Paint Number Type

1-A (Red Lead — Linseed Oil)

1-B (Red Lead — Alkyd Resin)

1-D (Zinc Chromate)

4 (Dull Black)

5 (Jet Black)

6 (Black — For Timber Primer Only)

7 (White — For Timber Primer Only)

8 (White)

9 (Light Grey)

10 (Aluminum)

11 (White Enamel)

15 (Zinc)

SECTION 792

792-1Revised 2000

DUST PALLIATIVE

792.1 GENERAL:

Dust palliatives shall consist of various chemical dust suppressants which work by binding together lighter soil particles.

All materials must meet the environmental requirements of Section 792.3 and must be approved by the Engineer prior to their use.

792.2 TYPE OF MATERIALS AND APPLICATION RATES:

Emulsions shall be miscible with water in all proportions as noted in Table 792-1. The dilution ratio will vary based upon the localsoil and weather conditions. The ratios shall be proposed by the Contractor and agreed upon by the Engineer.

The rate of application noted in Table 792-1 shall be for the treatment, method and use specified by the Contracting Agency, or asdirected by the Engineer. To compensate for local conditions, the Contractor may adjust the application rate within the rangesspecified.

Products specifically formulated as tackifiers which prevent wind-blown erosion shall not be acceptable as dust palliatives forvehicular traffic, but may be used for their intended purposes.

TABLE 792-1

DUST PALLIATIVE DILUTION RATIOS AND APPLICATION RATES

Product Type Use/Treatment (1) Dilution Ratio (2) Application Rate (3)

(gal/sy) [l/m2]Range Typical

AcrylicCopolymer

Topical - Road or parking LotTopical - Road ShoulderSurface Course (per inch of depth)

20:1 to 4:120:1 to 4:120:1 to 4:1

9:115:19:1

0.20 to 0.100.16 to 0.090.10 to 0.06

Petroleum ResinEmulsified


4:110:1 to 7:1

4:1

4:18:14:1

0.15 to 0.100.15 to 0.070.11 to 0.07

Lignin-Based Type(Lignosulfonate)


1:17:1 to 4:1

1:1

1:14:11:1

0.10 to 0.050.05 to 0.030.30 to 0.10

Organic Resin Topical - AllSurface Course (per inch of depth)

10:1 to 2:12:1 to 1:1

5:11:1

0.25 to 0.150.15 to 0.10

Other As approved by the Engineer

(1) Topical application rates shown are to obtain 1/2 to 1 inch penetration. Higher rates should be used if greater penetration is anticipated.(2) The dilution ratio (water:product) is variable and shall be appropriate for the local soil and weather conditions, as proposed by the Contractor

and agreed upon by the Engineer.(3) Application rate of undiluted concentrate.

(A) Acrylic Copolymer Types:

The material shall be a white or clear emulsion that can penetrate, saturate and bond together treated soils to create a hard, dust-freeand water resistant surface. The material shall have the following properties in its undiluted state:

SECTION 792

792-2 Revised 2000

ASTMSpecification Designation Test Method Requirements

Composition -- Acrylics, acrylates & acetates

pH E 70 4.0 - 9.5

Residue (active solids content), % D 244 40 min.

Flash Point, °F D 92 None

Absolute Viscosity (Brookfield), cP, 77 °F -- 1500 max.

Specific Gravity, 60/60 °F D 1298 1.00 - 1.15

(B) Petroleum Resin Emulsified Types:

The materials shall be a light yellow petroleum resinous emulsion suitable for use as an agglomerate for soil particles. The materialshall have the following properties in its undiluted emulsified state:


Kinematic Viscosity, SFS at 77 °F D 244 15 min.

pH E 70 4.0 - 7.0

Residue, % wt. (1) D 244 64 ±4

Sieve Test, % wt. Retained (2) D 244 0.1 max.

Particle Charge Test D 244 Positive

Flash Point of base product, CO, °F D 92 400 °F min.

Specific Gravity of base product, 60/60 °F D 1298 1.00 to 1.04

(1) ASTM test modified by heating 50 g of sample to 300 °F until foaming ceases, then cooling immediately and calculation results.

(2) Replace 2% sodium oleate solution with distilled water in test.

The emulsion shall be stable, i.e., should not break when stored in clean closed containers at temperatures between 35 °F and 200 °Ffor a minimum of 3 months. The sequestering agents shall make the preparation stable against hard water, thus permitting dilutionof the emulsion with almost all types of water. The emulsion shall be non-corrosive to metal containers. The materials shall penetrateinto the soil and not form a skin at the surface or a crusted surface.

(C) Lignin-Based Types:

Lignin-based dust palliative shall be an aqueous lignosulfonates (a residual co-product of wood pulping by the sulfite process in themanufacturer of cellulose products) that dispersed readily in water to yield a stable, brown-colored solution. The material shall havethe following properties in its undiluted state:


Absolute Viscosity (Brookfield), cP, 77 °F -- < 1,000

Residue (total solids content), % D 244 48 min.

Lignin sulfonate content (% of solids) D 244 60 min.

pH E 70 5.0 - 7.0

Specific Gravity (liquid), 77/60 °F D 1298 1.00 min.

SECTION 792

792-3Revised 2000

(D) Organic Resinous Types:The material shall be a tan emulsion designed specifically for dust control of unpaved roads, traffic surfaces, and road shoulders thatutilizes non-petroleum based organic esters and resins combined with other additives to penetrate, bond and coat treated soils. Thematerial shall have the following properties in its undiluted state:


Absolute Viscosity (Brookfield), cP, 77 °F -- 50 - 200

pH E 70 3.0 - 9.0

Residue (active solids content), % D 244 45 min

Flash Point D 92 None

Specific Gravity, 60/60 °F D 1298 1.00 min.

(E) Other Types:

Other types of dust palliative may be approved for use by the Engineer. Test methods, requirements, dilution ratios and applicationrates shall be as specified by the manufacturer.

792.3 ENVIRONMENTAL CRITERIA:

Products shall not contain or emit chlorinated fluorocarbons (CFS’s Freon’s) and shall not contain or emit volatile organic compounds(VOC’s) that exceed Federal, State or Local air quality limitations.

Products and their degradation products shall not be composed of elements, compounds, mixtures or produce runoffs with thecharacteristics identified under Arizona Revised Statutes 36-2822 of the Arizona Hazardous Waste Management Act, emit or off-gasduring placement, use or degradation of any hazardous air pollutant listed under Section 112 of the Federal Clean Air Act [42 U.S.C.§ 7412], be a hazardous chemical substance or mixture pursuant to Section 7 of the Federal Toxic Substances Control Act [15 U.S.C.§ 2606], be designated by rule an extremely hazardous chemical substance pursuant to the Arizona Environmental Quality Act,produce runoffs that contain concentrations exceeding the parameters designated in Section 2.18 ‘Table 5' of the National PollutantDischarge Elimination System (NPDES) Multi-Sector General Permit for Industrial Activities (see Note A), be prohibited for use bythe Arizona Department of Environmental Quality, the Environmental Protection Agency, or any applicable law, rule or regulation.

Products or their components and degradation products shall be tested and certified by the manufacturer not to be substances orcomposed of substances known to be, or reasonably anticipated to be carcinogenic or toxic by the U.S. Department of Health andHuman Services.

Products must have hazardous Materials Identification System (HMIS) ratings equal to or less than the following for each category:H=1; F=1; R=1; PPE=X.

Note A: Parameter benchmark values shall be provided by the Engineer and based on the Contracting Agency’s requirements.

SECTION 795

795-1

LANDSCAPE MATERIAL

795.1 GENERAL:

Material used for landscaping purposes shall be in conformance with this Section.

The common and scientific names of plants shall conform to the approved names in Standard Plants Names (SPN) or its successor,American Association of Nurserymen (ASN). For identification and inspection, durable, legible labels, bearing the plant's name inwater-resistant ink, shall be attached to all nursery stock or container of stock delivered to the project site.

795.2 TOPSOIL:

Topsoil shall be a fertile, friable soil, obtained from well-drained arable land, and shall be free from nut grass, refuse, roots, heavy clay,clods, noxious weeds or any other material toxic to plant growth. At least 10 days prior to delivery of topsoil to the site, the Contractorshall furnish the Engineer at no additional cost, with a soil sample from each source for analysis and tests.

To be acceptable the pH factor shall not exceed 8.0 or be lower than 5.5, soluble salts shall not exceed 1500 PPM, the plasticity indexshall be in the range of 3 and 15 inclusive, and it shall contain approximately 11/2%, by dry weight, or organic matter either naturalor added. Gradation shall be in accordance with the following:


1 inch 100

1/2 inch 95-100

No. 4 90-100

No. 10 70-100

No. 200 15-70

795.3 SOIL FERTILIZING MATERIAL:

Fertilizing material shall comply with the applicable requirements of the State Agricultural Code. All fertilizing material shall bepackaged, first grade, commercial quality products identified as to source, type of material, weight and manufacturer's guaranteeanalysis. It shall not contain toxic ingredients or fillers in quantities harmful to human life, animals or plants. It shall be delivered inunopened containers and shall have the chemical analysis as specified in the plans or specifications. Material which has become cakedor otherwise damaged shall not be used.

795.4 ORGANIC SOIL CONDITIONERS:

In general, soil conditioners shall consist of a ground or processed wood product derived from redwood, ground or shredded fir,redwood or ponderosa bark. It shall have a nitrogen content of 1%, a pH not exceeding 7.5, and organic matter not less than 85%.Its gradation shall be such that at least 85% passes the 1/4 inch screen. In addition, it shall be treated with a non-toxic agent so as tobe hygroscopic.

When manure is used as a soil conditioner, it shall be the product of yard fed cattle, free of weed seeds, straw or any other inertmaterial and aged at least 3 months. This manure shall have been processed by grinding and screening and shall be of a consistencythat will readily spread with a mechanical spreader.

795.5 CHEMICAL SOIL CONDITIONER:

Chemical soil conditioners such as soil sulfur, gypsum or iron additive shall be commercially approved brands designated foragricultural use. Material which has become caked or otherwise damaged shall not be used.

SECTION 795

795-2

795.6 SEEDS:

Seeds shall be fresh, clean seeds, pre-mixed to the specified proportion. They shall be delivered to the site in original, unopenedcontainers bearing the dealer's guaranteed analysis and germination percentage. They shall have a certificate or a stamp or a releaseaccomplished by an agricultural commission.

795.7 PLANTS, TREES, AND SHRUBS:

795.7.1 General: All landscape stock shall be grown in nurseries approved by the State Department of Agriculture. They shall havea growth habit normal to the specie. Stock shall be sound, healthy, and vigorous; free from insect pests, sun scald, excessive barkabrasions and other objectionable disfigurements. They shall have normal, well-developed branch systems and vigorous, fibrous rootsystems which are neither root nor pot-bound and are free of kinkled or girdling roots.

All stock shall have been grown in pots, cans, tubs, or boxes for a minimum of three months and a maximum of one year. They shallhave sufficient roots to hold earth together after removal from the containers. This earth shall be free from noxious weeds includingbermuda grass.

Stock shall be inspected and approved by the Engineer at the Contractor's storage site prior to delivery to the project.

795.7.2 Flatted Plants: Flatted plants shall be grown and remain in the flats until transported to the project site. The soil and spacingof the plants in the flats shall insure the minimum disturbance of the root system at transplanting.

795.7.3 Trees: Trees shall be of the specified height, spread and caliper and shall stand erect without support. The height shall bemeasured from the root crown to the last division of the terminal leader with the branches in a normal position and the caliper shallbe measured 12 inches above the crown roots. For palm trees only, the height shall be measured from the ground line to the base ofthe growing bud.

795.7.4 Shrubs: Shrubs shall be of the specified type, height and spread. They shall be selected from high quality, well-shapednursery stock.

795.8 MISCELLANEOUS MATERIAL:

795.8.1 Headers and Stakes: Lumber for landscaping shall be construction heart, rough-sawn redwood in the sizes specified; splicingwill not be permitted. Stake used with header boards shall be 2 x 4 inches, pointed and at least 18 inches long.

795.8.2 Tree Stakes: Unless otherwise specified, tree stakes shall be 2 x 2 inch redwood posts, free of knots and reasonably straight,and of sufficient length to properly support the tree.

795.8.3 Tie Wires: Tie wire shall be No. 12 AWG zinc coated wire and the cover for this wire shall be 1/2 inch garden hose.

795.8.4 Decomposed Granite: Decomposed granite shall be as per Subsection 702.4 with the following exceptions. All material usedfor a specific project or location shall be from a single source and shall present a uniform appearance. The gradation shall be as shownbelow. If a specific color or type is required, it will be so indicated in the Contracting Agency's specifications.


3/4 inch 100%

1/2 inch 60-70

No. 40 5-20

INDEX

Index-1 Revised 2004

A

Abbreviations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101-1ABS Truss Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 744-1Acceptance of Work

final . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-6partial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5

Access to Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4, 401-1Actual Cost of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3Addendum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101-6Adjusting

frames . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345-1manhole and valve covers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345-1public and private utilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2valve boxes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345-1water meter boxes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 345-1

Affidavit, Contractor's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiii, 109-6Aggregate Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101-1, 702-1Aggregate for

asphalt chip seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1, 716-1asphalt concrete overlay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 322-1bituminous treated base course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313-1chips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 716-1fog seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1hot asphalt-rubber seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1portland cement concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 324-1, 705-1, 725-1portland cement treated base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 705-1precoated chips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 716-2riprap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 703-1road-mixed surfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-2sand blotter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-2slurry seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1, 715-1soil cement base course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 311-2, 725-1subdrainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-1trench bedding of pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-4, 603-1, 615-1uncoated chips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 716-2

Aggregate Pavingexposed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 343-1

Aggregate, Mineral . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 715-1Air Release Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-7Air Test, Sewer Lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2Alley Entrances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2, 340-1Aluminum Handrail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 520-1Anti-Stripping Agent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-3Approval of

contract, bonds and insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1, 103-2materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1proposal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1, 103-1shop drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1subcontracts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1substitutes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2

Archaeological Reports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2Asbestos-Cement Pipe & Fittings for Storm Drain / Sanitary Sewer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737-1Asbestos-Cement Water Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 752-1Asphalt

concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 718-1, 719-1emulsified . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 713-1liquid . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 712-1preservative seal for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 718-1rubber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 717-1

Asphalt Chip Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1Asphalt Concrete

preservative seal for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334-1Asphalt Concrete Hot Mixed, Recycled . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 719-1Asphalt Concrete Overlay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 322-1

INDEX

Index-2

Asphalt Concrete Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-1corrective requirements of deficiencies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-5curbs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-7placing, spreading and finishing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-1tack coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-1weather and moisture conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-1

Asphalt Distributing Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-3Asphalt Emulsion

slurry seal coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1Asphalt Pavement, Reclaimed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709-1Assignment of

contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2

Authority of the engineer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1inspector . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4

Authorized Signature Form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xvAward

and execution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1cancellation of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1of contact . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1

B

Backfill, Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1Barricades and Warning Signs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3Base Materials

crushed aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-1decomposed granite . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-2processed natural material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-2

Beginning Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1Bench Marks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4Bid Guarantee

amount . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2forfeiture of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3return of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1

Bidderdisqualification of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3eligibility and preference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1successful . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3

Bidding Requirements and Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1Bituminous Prime Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 315-1Bituminous Treated Base Course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313-1Blasting

discontinue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4operations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4

Bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1Bolts, Anchor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1Bonds

acceptable to . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1amount . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1executed by . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3forms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iv, ix, xpayment, labor and material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1performance, contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1proposal guarantee . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2requirement of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1surety, improvement district . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iv

Borrow Excavationlocal and imported . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 210-1placing and compacting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 210-1

INDEX

Index-3

Brickbuilding, facing and manhole . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 775-1concrete paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 342-1decorative pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 342-1

Brick Masonrybricklaying . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 511-1curing, grouting and reinforcing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 511-2

Bridgesconcrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-1

Bronzecastings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 786-1

C

Cableinstallation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 360-1

Cancellation ofaward . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-5insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xii

Cast Iron Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750-1Cast-In-Place Concrete Pipe

construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-1tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-3

Castingsbronze . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 786-1gray iron . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 787-1steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 785-1

Catch Basins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1Cement Concrete

admixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-3aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-2cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1classes of concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1mixing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-4testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-6water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-3

Cement Mortar and Grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 776-1Cement Treated Base

construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312-1curing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312-3inverted section . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312-3mixing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312-2

Certificate ofcompliance and analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2insurance form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiweighmaster's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1

Chain Link Fences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 420-1, 772-2Change Order

additional time . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3alteration of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2, 109-2extra work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2, 109-2payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2unforseen circumstances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2

Changed Conditionsadditional compensation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-3additional time . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-3dispute resolution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-1notification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-1

Channels, Open . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-1

INDEX

Index-4

Chip Seal Coatapplication of asphalt and aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1weather conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1

Chlorinedisinfecting water mains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611-1

City Sealer of Weights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1Classes, Grades and Types

concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1emulsified asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 713-1liquid asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 712-1pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-1paving asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-1slurry seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1

Clay Pipe Vitrified . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 743-1Clean Up

during construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1final . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2

Clearing and Grubbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201-1Coating Corrugated Metal Pipe & Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 760-1Collusion, Evidence of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3, 108-5Commencement, Prosecution and Progress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1Compensation for

alternation of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2change order . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2extra work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2

Concretealley entrance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-1block . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 775-1curb . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1curing materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 726-1driveway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1gutter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1masonry units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 775-1non-reinforced pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1paving stone or brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 342-1piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 782-1portland cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1pressure pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 758-1sidewalk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1sidewalk ramps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1

Concrete Pipecast-in-place . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-1lining . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 741-1non-reinforced . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1reinforced . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-1

Concrete Block Masonryconstruction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 510-1curing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 510-2reinforcing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 510-1testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 776-2

Concrete Classes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1Concrete Curing Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 726-1Concrete Structures

concrete deposited under water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-7curing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-7falsework . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-3finishing concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-8forms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1placing reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-4placing concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-4subgrade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1

INDEX

Index-5

Conformity with Plans and Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1Construction

cleanup and dust control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 225-1fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211-1maintenance during . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5manhole . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625-1reclaimed water line . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 616-1riprap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1schedule, contractor's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1stakes, lines and grades . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4storm drain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 618-1

Contractapproval . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3assignment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1award and execution of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1award of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1bond form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i, iv, v, ix, xbonds, requirement of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1execution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3failure to complete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-4failure to execute . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1final acceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5final payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5forms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i, iv, v, ix, xinsurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2partial acceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5partial payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5requirements, labor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1, 107-2subletting of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1surety bond, improvement district . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ivterminations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-5time extensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3time of completion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1

Contractor'saccident prevention requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2, 107-3affidavit, settlement of claims . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiiiconstruction schedule . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1correspondence to . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1default . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-5eligibility and preference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1examine site prior to bidding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1insurance certificate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiliability of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1Marshaling Yard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2notice to . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1notify public utilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2, 107-5personnel and equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-2requested changes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2responsibilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5superintendent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2, 105-4

Control ofmaterials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1

Controlled Low Strength Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 728-1mixing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 728-1payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 604-2placement of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 604-1

Cooperationbetween contractors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-3of contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2with utilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2

Coordination of Plans and Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2Copper Pipe, Tubing and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 754-1

INDEX

Index-6Revised 2004

Corrugated Metal Pipe and Archescoating . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 760-1installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 621-1test specimens . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 621-2

Cover Material for Chip Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 716-1Crushed Aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-1Crushed Rock and Gravel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 701-1Curbs

asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-8concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1safety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 410-1

Curingcast-in-place concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-3concrete block masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 511-1concrete curb, gutters and sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-2concrete structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-7gunite . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-2materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 726-1precast prestressed concrete members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-1terrazzo sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 341-2

D

Damages, Liquidated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-4Decomposed Granite . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 430-2, 702-2Decreased Quantities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101-1Definitions and Terms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101-6Delays

asbestos . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2between contractors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-3beyond control of contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3contracting agency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-6extension of time . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3, 109-6in payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-6payment for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-6utility owners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-3

Discontinue Blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4Discrimination Clause . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1Disinfecting Water Mains

final flushing, sampling and testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611-1, 611-3methods of applying chlorine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611-2rate of application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611-2

Disposal of Surplus Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-2Dispute Resolution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-1

administrative process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-2amount of dispute . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-4arbitration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-4dispute review board . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-5final documentation and payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-5mediation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-4

Disqualification of Bidders . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3Drainage and Irrigation Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1Drawings, Shop . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1Driveway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1Driveways

access . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4, 340-1, 401-1Driving Piles

bearing value . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-2cutoff and extension . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-3description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-1equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-1testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-4

INDEX

Index-7

Drop Sewer Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625-1Ductile Iron Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750-1Dust Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 225-1Dust Pallative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230-1

application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230-2curing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230-2measurement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230-2weather conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230-2

Dust Palliativematerials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 792-1ratios and application rates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 792-1

Duties of Inspector . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4

E

Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201-1for open channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-1

Earthwork for Open ChannelsExcavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-1fill and backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-2grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-2stripping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-1

Easements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5Eligibility of Contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1Emergency

contractor's representative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 105-2defects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3services for public . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1

Emulsified Asphaltgrades . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 713-1test reports and certification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 713-1

Encasement of sewer pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602-1water pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602-1

Engineerauthority of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1decisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1suspension of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 105-1, 108-2, 108-3

Equipmentapproval of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1asphalt distributors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-3joint heater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-4rental rates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3storage of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2watering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 225-1

Examination ofplans . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1site of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1special provisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1

Excavationborrow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 210-1roadway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1

Excavation, Borrow Roadway, Structure, Trenches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-1Execution of Contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3Exfiltration Test, Sewer Lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2Existing Improvements

removal of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 350-1Expansion Joint Filler

application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-3pour type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-2premolded . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-2test report and certification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-3

INDEX

Index-8

Explosivesdiscontinue use of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4use of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4

Exposed Aggregate Paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 343-1Extension of Time . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3Extra Work

actual cost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3claims for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2force account . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3method of ordering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2method of payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2

Extrudedalley entrance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1asphalt curbs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3concrete curb . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1driveway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1gutter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1sidewalk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1sidewalk ramps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1

F

Failure tocomplete on time . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-4execute contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3, 108-5maintain construction, roadway or structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5

Federal Aid Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1Fence

chain link . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 772-2Fill Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211-1

compacting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211-1placing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211-1tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211-2

Finalacceptance, final or partial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5cleaning up . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2estimate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-6payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5

Fire Hydrantsinstallation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-4, 756-1

Flagman or Pilot Cars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-1Flexible Metal Guardrail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 415-1Fog Seal Coats

application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1test reports and certificates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1weather conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1

Force Account Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3Forfeiture of

contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-5proposal guarantees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3

Foundation Data, Test Holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1, 601-6Foundation Material Treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1Furnished Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-3

G

Galvanized Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 753-1Galvanizing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 771-1Gaskets

for concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765-1

INDEX

Index-9

Gradingparkway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 424-1under pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 301-1

Granular Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-6Gravel Crushed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 701-1Gray Iron

castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 787-1Ground Water, Logs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1, 601-6Grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 776-1Grubbing and Clearing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201-1Guarantee

bid . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2forfeiture of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3proposal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2provisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3return of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1workmanship or materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3

Guardrail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 415-1Gutter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1

H

Hand Mixed Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-6Handrails

aluminum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 520-1steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 520-1

Health, Safety and Sanitation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2Heater Remix Resurfacing

asphalt rejuvenating agent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1heating and remixing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1weather conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1

Holes, Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1, 601-6Hot Asphalt-Rubber Seal

equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1mixing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1spreading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-2temperatures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-2

Hot In-Place Recycling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 327-1Hydrants, Fire

installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-4types . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 756-1working around . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5

I

Increased Quantities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2Inspection

by others . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4final . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-6of materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1of plant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1of trees and shrubs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 430-2of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4section to be notified . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1

Inspectorauthority of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4duties of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4

Installation ofcable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 360-1high density polyethylene pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 603-1sprinkler irrigation system . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 440-1telecommunications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 360-1

INDEX

Index-10

Insuranceapproval of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2cancellation of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiicertificate of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xcontractor's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2damage claims . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xfire and extended coverage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2occupational disease . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2property damage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2public liability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2renewal certificate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xiitypes of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2workman's compensation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2

Iron Water Pipe and Fittingscast iron . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750-1ductile iron . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750-1

Irregular Proposals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2Irrigation Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1

J

Jacked Steel Casing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602-1Jetting

for settling trench backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-5Joint Filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-2Joints

asbestos cement pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737-1asphalt concrete pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-4cast-in-place concrete pipe, stoppage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-2concrete curb, gutter and sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-2concrete structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-5corrugated metal pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 621-1gunite . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-2high density polyethylene pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 738-1iron water pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 750-1mortar, brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 511-1mortar, concrete block . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 510-1non-reinforced concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1pneumatically placed mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-3reinforced concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-1rubber gaskets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765-1sewer lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2subdrainage systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-1vitrified clay pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2water lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-5

L

Labor and Materialspayment bond . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . x, 103-1payment bond form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . x

Labor Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1, 108-2Laboratory Tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1Landscape and Property Protection and Restoration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4Landscaping

and planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 430-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 795-1

Lawscontractor's responsibility to observe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1

Legal Regulations and Responsibility to Public . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1Legal Rights, No Waiver of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5Lime Slurry Stabilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-1

composition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-1

INDEX

Index-11

construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-2materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-1measurement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-4payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 309-4

Limitation of Operations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-2Lining for Reinforced Concrete

installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 741-1sanitary sewer pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 741-1testing and repairing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 741-3

Liquid Asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 712-1Liquidated Damages . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-4Location of Underground Utilities

expose all underground utilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5notify prior to blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3notify utility companies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2, 107-1protection thereof . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5that differ from those shown . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-3

Lumber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 778-1

M

Maintenanceduring construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5of traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1unsatisfactory . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 107-2, 401-1

Major Itemdollar value of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-6

Manhole Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625-1Marshaling Yard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3Marshall Mix Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-4Masonry Mortar and Grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 776-1Materials

approval . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1control of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1equal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2furnished . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1handling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2landscape . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 795-1new and unused . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1patented . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2payment of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5quality . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1reasonably acceptable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2rejection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5, 106-1samples and tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1source of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1storage of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2substitutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2unacceptable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-3

Measurement of Quantities and Payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1Meter Service Connections, Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 631-1Methods and Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-2Mill Reports

handrails, steel and aluminum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 520-1reinforcing steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 727-1structural steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-1

Mineralaggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 715-1filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 715-1

Mineral Admixture . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-2Mineral Filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-2Monthly Payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5

INDEX

Index-12

Monumentsconstruction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 405-1protection of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4

N

Name Stamped in Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-2Noise . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3Non-Discrimination Statute . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1Non-Reinforced Concrete Pipe

joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-2

Notice of award . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1to contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1to engineer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2, 105-2to proceed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1

Notifications of Changed Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110-1Notify

inspection section . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1survey section . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4, 108-1

O

Occupational Disease Insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2Occupational Safety and Health Act . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2Officials, Public

personal liability of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . x, 107-5Open Channels, Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 215-1Open Trench . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-3Opening Sections to Traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 108-1Or Equal, Substitutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2Overtime

contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2, 108-2inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3

P

Paint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 790-1Painting

application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-1surface preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-2testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-4weather conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-1

Parkway Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 424-1Partial Payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4, 109-5Partial Use or Occupancy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5Patented Devices, Materials and Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2Pavements

asphalt chip seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1asphalt concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-1asphalt concrete overlay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 322-1asphalt emulsion slurry seal coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1chip seal coat "chips" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1, 716-1decorative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 342-1drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-5exposed aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 343-1fog seal coats . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1hot asphalt-rubber seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1matching and surface replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-1precoated chip seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-2, 716-2preservative seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334-1

INDEX


reclaimed asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709-1replacement for cuts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-2slurry seal coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1tack coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 329-1termination . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-2

Paving Asphaltstemperatures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-2test reports and certification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-2viscosity grades . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-1

Paymentsactual cost work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3assignment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2extra cost work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2final payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5partial payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5projects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-4scope of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1stored materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5withheld . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-6

Pedestrian Crossing-Trenches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-3Permanent Pavement Replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-2Permits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1Personal Liability of Public Officials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . xi, 107-1, 107-5Piles

concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 782-1driving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-2steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 781-1timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 780-1

Pilot Cars or Flagman . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-1Pins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1Pipe

cast-in-place bedding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-2cast-in-place curing and backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-3cast-in-place trench widths . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-1

Pipe Installation forsewer lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-1sprinkler irrigation system . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 440-1storm sewers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 618-1subdrainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-1water lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-1

Plansbidder's copies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2conformity with . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1contractor's copies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2coordination of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2examination of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1govern . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1shop drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1

Plantingand landscaping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 430-1

Pneumatically Placed Mortar (gunite)composition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-1curing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-2finishing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-2materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-1placing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-2tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-2

Polyethylene Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 755-1high density . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 603-1, 738-1installation of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 603-2

INDEX

Index-14

Portland Cement Concreteadmixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-3aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-2cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1classes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-1loading and transportation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-6proportioning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-3street pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 324-1tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-6water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-3

Portland Cement Treated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 705-1Power of Attorney . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2Precast Prestressed Concrete Members

anchorages and distribution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-3bonding and grouting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-5concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-1enclosures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-3handling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-6prestressing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-4prestressing steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-2samples for tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-5

Precast Safety Curbs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 410-1Precoated Chip Seal

asphalt grade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1construction methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1temperatures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1, 330-2

Precoated Chips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1, 716-2Preservative Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334-1, 718-1Preservative Seal for Asphalt Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334-1, 718-1Preservatives

wood . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 779-1Prime Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 315-1Processed Natural Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-2Progress, Commencement and Prosecution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1Property and Landscape Protection and Restoration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4Property Marks and Monuments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4Proposal

addenda . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2consideration of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1forms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i, iiiirregular . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2more than one . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3opening . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2rejected . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3submission of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3withdrawal of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3

Proposal Guaranteeamount . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2forfeiture of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2, 103-3return of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1

Publicconvenience . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3safety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2

Public Officialspersonal liability of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-6, 108-1

PVC Sewer Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 745-1

INDEX

Index-15

Q

Quantitiesin proposal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1increase or decrease . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2measurement of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1

Quarry Stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 701-2

R

Ready-Mix Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-4Reclaimed Asphalt Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709-1Reclaimed Water Line

construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 616-1Recycling

hot in-place . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 327-1Reinforced Concrete Pipe

curing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-2general . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-1manufacturer's qualifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-2materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-1tests and acceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-2

Reinforcing Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 727-1Rejected Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2Removal of

defective materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5existing improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 350-1salvage items . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201-2unacceptable work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5unauthorized work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5

Rental Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-4Reports

archaeological . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2blasting survey . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4extra work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2final payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5partial payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-5site conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2

Responsibility, Contractor's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4Retaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1Revision of Proposal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3Right-of-Way

and traffic control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-1furnishing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5monuments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 405-1storage of materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2

Riprapconcrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 703-1construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1sacks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 703-1stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 703-1

Riprap Constructiongrouted . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 703-1plain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1preparation of ground surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1rivets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1sacked concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220-1

Rivets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1Road Closures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3, 401-1

INDEX

Index-16Revised 2004

Road-Mixed Surfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-2application of liquid asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-2materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-2mixing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-2spreading aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-2spreading and compaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320-3

Roadway Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1overshooting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1slides and slipouts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1surplus material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-2unsuitable material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205-1

Roadway, Failure to Maintain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5Rock, Gravel, and Sand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 701-1Rolling, Pavements

asphalt concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-4chip seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-3hot asphalt-rubber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-2permanent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-2precoated chip . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 329-1slurry seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-3temporary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-2

Rubberasphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 717-1

Rubber Gaskets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765-1

S

Safetyand public convenience . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 107-2curbs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 410-1for workman . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1, 107-2health and sanitation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2of employees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2of public . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 105-1, 107-2OSHA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2

Samples and Tests of Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1Sand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-7, 324-1, 342-1, 701-1Sanitary Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-2Sanitary Sewer

fittings for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 738-2Saw Cut

pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-1, 601-2portland cement concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 324-6

Scarify . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1Schedule, Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1Scope of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1Seal Coats

chip . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1fog . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1hot asphalt-rubber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1precoated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 329-1preservative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 334-1slurry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1tack coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 329-1

Sewer Line Constructionair test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2exfiltration test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-4jointing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2laying pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-1service taps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2trenching . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-1

INDEX


Sewer Manholes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 625-1Sewer Pipe

fittings for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 745-1Shop Drawings

approved by . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1cost of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1furnished by . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1

Sidewalk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1Sidewalk Ramps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1Sidewalks

terrazzo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 341-1Signs

barricades and warning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3blasting operations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3

Site of Workclean up . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1examination . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1

Slurry Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 715-1

Slurry Seal Coatconstruction methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1job mix . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-1

Soil Cement Base Course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 311-2Source of Materials and Quality . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1Specifications

conformity with . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1coordination with . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2examination . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1

Sprinklerirrigation system . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 757-1irrigation system installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 440-1

Stakes, Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4State inspector of weights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1Steel

castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 785-1piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 781-1

Steel and Aluminum Handrails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 520-1Steel Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 759-1Steel Plates for Street Crossings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-3Steel Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 727-1Steel Structures

buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-1computed weights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-2description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-1painting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-2workmanship . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-2

Stoneconcrete paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 342-1

Storage ofequipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2explosive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2paid materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-4

Storm Drain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 618-1fittings for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 738-1

Streets and Related Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 301-1Structural and Rivet Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1Structural Plate Pipes and Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 761-1Structure Excavation and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1

foundation material treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1structure backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206-1

INDEX

Index-18Revised 2004

Structure, Failure to Maintain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5Structures

concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-1steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 515-1

Subcontractor'seligibility and preference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1employment of labor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-2insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-2list of, when required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-2personnel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-2

Subcontractsapproval of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1discrimination clause . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5in accordance with . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1liability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1

Subdrainagefilter material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-1pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-1placement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-2tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-2

Subgradebase materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-1bituminous treated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313-1cement treated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 312-1curbs, driveways, gutters, sidewalks, sidewalk ramps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-1preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 301-1soil-cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 311-2

Substitutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2Subsurface Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2Superpave Mix Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 710-5Surety, Power of Attorney . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1Survey

monuments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 405-1section to be notified . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-3, 108-1

Suspend the Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1, 104-3, 108-2, 108-3, 109-4

T

Tack Coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 329-1Tapping Sleeves and Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-1

air release and vacuum valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-7butterfly valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-5gate valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-1

Telecommunicationsinstallation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 360-1

Temperatureportland cement concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-4

Temperaturesasphalt concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-2emulsified asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-2, 713-3expansion joint filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729-2heater remix resurfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1hot asphalt-rubber seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1liquid asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-2, 712-1non-reinforced concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 736-1portland cement concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-4precoated chip seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1, 330-2prestressed concrete members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 506-2

Temporary Pavement Replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-2, 601-7Termination of Contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-5Terrazzo Sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 341-1

INDEX


Testaward of contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-1bidding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-3contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3execution of contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3extension of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3failure to complete on . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-4holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102-1, 601-6laboratory . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1procedures and methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1right to retest . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1samples of materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-1

Testingasbestos-cement pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737-1, 752-1asphalt concrete pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-6base materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 702-2bronze castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 785-1cast-in-place concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 620-3concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 725-6curbs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-2, 725-6emulsified asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 713-1galvanized materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 771-1gray iron castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 787-1gunite . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 525-2gutters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-2lining for concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 741-3liquid asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 712-1mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 776-2non-reinforced concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737-1paint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-4paving asphalts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711-1piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 501-4polyethylene pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 755-1preservative seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 718-1reinforced concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 735-2rock, gravel and sand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 701-2rubber gaskets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 765-1sewer lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 615-2sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 340-2sprinkler irrigation system . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 440-5steel castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 785-1structural and rivet steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 770-1subdrainage systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 605-2water lines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-7

Timberpiles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 780-1

Topsoil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 425-1, 795-1Trade Names and Substitution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-2Traffic

barricade manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3, 108-2, 401-1control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-1control devices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-1maintenance of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1Tree and Shrub Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 430-2

Trench Excavation, Backfilling and Compaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-1backfill and compaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-4cutting pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-2density required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-5excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-1open trench . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-3pavement replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-7protection of improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-3trench widths . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-1

INDEX

Index-20

Truss Pipefittings for . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 744-1

Tunneled Steel Liner Plate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602-1Tunneling Operation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602-1Types of Pavement Replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 336-1

U

Unacceptablematerials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 106-3work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5

Uniformed Off-Duty Law Enforcement Officer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 401-2Untreated Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 310-1Use or Occupy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5Utilities

cooperation with . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2moved by the owners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2notify before blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-3protection of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-5

V

Valvesair release and vacuum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-7butterfly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-5gate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 630-1sprinkler irrigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 440-3

Vitrified Clay Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 743-1

W

Wage Rates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-1Waiver of Legal Rights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-6Warranties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-3Water and Sewer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 600-1Water Line

construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 616-1Water Line Construction

blocking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-6construction methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-1couplings, joints, gaskets, flanges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-5disinfecting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-8fire hydrants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-4manholes and vaults . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-4materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-1meter service connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-4polyethylene corrosion protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-2testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-7valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 610-3

Water Settlement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601-5Water Taps and Meter Service Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 631-1Watering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 225-1Weather for

asphalt concrete pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321-1chip seal coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330-1concrete structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 505-6fog seal coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 333-1heater remix resurfacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323-1hot asphalt-rubber seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 335-1painting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 530-1slurry seal coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 332-2

Weighmaster's Certificates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-1Wire Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 727-1

INDEX

Index-21

Withholding Assignments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2Wood

piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 780-1preservatives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 779-1

Workacceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5actual cost work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-3alteration of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2compensation for alteration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2contractor's responsibility . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107-4control of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1extra . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-2, 109-2force account . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109-2hours . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-1inspection of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4overtime . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-2, 108-2rejected . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-4scope of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1suspension of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1, 105-4, 107-5to be done . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104-1unacceptable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5unauthorized . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-5weekend or holiday . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-2, 108-3

Workmencharacter of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108-2compensation insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 103-3safety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 105-1, 107-2

Index-22

This Page Reserved for Future Use

UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS … · FOREWORD Publication of these Uniform...

Documents

Transcript of UNIFORM STANDARD SPECIFICATIONS for PUBLIC WORKS … · FOREWORD Publication of these Uniform...